HomeMy WebLinkAboutPermit D14-0089 - REGENCY LIGHTING - STORAGE RACKSREGENCY LIGHTING
4477 S 134 PL
D14-0089
Parcel No:
Address:
City of Tukwila
Department of Community Development
6300 Southcenter Boulevard, Suite #100
Tukwila, Washington 98188
Phone: 206-431-3670
Inspection Request Line: 206-438-9350
Web site: http://www.TukwilaWA.eov
2613200084
4477 S 134 PL BLDG B
Project Name: REGENCY LIGHTING
DEVELOPMENT PERMIT
Permit Number: D14-0089
Issue Date: 4/8/2014
Permit Expires On: 10/5/2014
Owner:
Name:
Address:
Contact Person:
Name:
Address:
Contractor:
Name:
Address:
NORTH STREAM DEVELOPMENT
720 4TH AVE STE 102 , KIRKLAND, WA,
98033
JACK SLABODEN
101 23 AVE , MILTON, WA, 98345
PACIFIC CONSTRUCTION MILTON IN
PO BOX 1139 , MILTON, WA, 98354
License No: PACIFCM012RH
Lender:
Name:
Address:
Phone: (206) 595-6921
Phone: (206) 870-1176
Expiration Date: 11/17/2015
DESCRIPTION OF WORK:
STORAGE RACK INSTALLATION
Project Valuation: $18,000.00
Type of Fire Protection: Sprinklers:
Fire Alarm:
Fees Collected: $757.78
Type of Construction: Occupancy per IBC:
Electrical Service Provided by: TUKWILA FIRE SERVICE Water District: 125
Sewer District: TUKWILA SEWER SERVICE,VALLEY
VIEW SEWER SERVICE
Current Codes adopted by the City of Tukwila:
Internations Building Code Edition:
International Residential Code Edition:
International Mechanical Code Edition:
Uniform Plumbing Code Edition:
2012
2012
2012
2012
International Fuel Gas Code:
WA Cities Electrical Code:
WA State Energy Code:
2012
2012
2012
Public Works Activities:
Channelization/Striping:
Curb Cut/Access/Sidewalk:
Fire Loop Hydrant:
Flood Control Zone:
Hauling/Oversize Load:
Land Altering:
Landscape Irrigation:
Sanitary Side Sewer:
Sewer Main Extension:
Storm Drainage:
Street Use:
Water Main Extension:
Volumes: Cut: 0 Fill: 0
Number: 0
Water Meter: No
Permit Center Authorized Signature:
Date: L` `9"1
I hearby 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 provisions of any other
state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this
development permit and agree to the conditions attached to this permit.
Signature: J Date: "\—g— \
Print Name: —Serf. css-'oes
This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or
if the work is suspended or abandoned for a period of 180 days from the last inspection.
PERMIT CONDITIONS:
1: ***BUILDING PERMIT CONDITIONS***
2: Work shall be installed in accordance with the approved construction documents, and any changes made
during construction that are not in accordance with the approved construction documents shall be
resubmitted for approval.
3: All permits, inspection record card and approved construction documents shall be kept at the site of work
and shall be open to inspection by the Building Inspector until final inspection approval is granted.
4: When special inspection is required, either the owner or the registered design professional in responsible
charge, shall employ a special inspection agency and notify the Building Official of the appointment prior
to the first building inspection. The special inspector shall furnish inspection reports to the Building
Official in a timely manner.
5: A final report documenting required special inspections and correction of any discrepancies noted in the
inspections shall be submitted to the Building Official. The final inspection report shall be prepared by
the approved special inspection agency and shall be submitted to the Building Official prior to and as a
condition of final inspection approval.
6: All construction shall be done in conformance with the Washington State Building Code and the
Washington State Energy Code.
7: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an
approval of, any violation of any of the provisions of the building code or of any other ordinances of the
City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or
other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction
documents and other data shall not prevent the Building Official from requiring the correction of errors in
the construction documents and other data.
.. r
16: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable
with the following concerns:
12: The total number of fire extinguishers required for an extra hazard occupancy with Class A fire hazards is
calculated at one extinguisher for each 1,000 sq. ft. of area. The extinguisher(s) should be of the "all
purpose" (4A 40 B:C) dry chemical type. The travel distance to any extinguisher must be 75' or less. (IFC
906.3) (NFPA 10, 3-2.1)
8: Portable fire extinguishers, not housed in cabinets, shall be installed on the hangers or brackets supplied.
Hangers or brackets shall be securely anchored to the mounting surface in accordance with the
manufacturer's installation instructions. Portable fire extinguishers having a gross weight not exceeding
40 pounds (18 kg) shall be installed so that its top is not more than 5 feet (1524 mm) above the floor.
Hand-held portable fire extinguishers having a gross weight exceeding 40 pounds (18 kg) shall be installed
so that its top is not more than 3.5 feet (1067 mm) above the floor. The clearance between the floor and
the bottom of the installed hand-held extinguishers shall not be Tess than 4 inches (102 mm). (IFC 906.7
and IFC 906.9)
9: Extinguishers shall be located in conspicuous locations where they will be readily accessible and
immediately available for use. These locations shall be along normal paths of travel, unless the fire code
official determines that the hazard posed indicates the need for placement away from normal paths of
travel. (IFC 906.5)
10: Fire extinguishers require monthly and yearly inspections. They must have a tag or label securely
attached that indicates the month and year that the inspection was performed and shall identify the
company or person performing the service. Every six years stored pressure extinguishers shall be emptied
and subjected to the applicable recharge procedures. If the required monthly and yearly inspections of
the fire extinguisher(s) are not accomplished or the inspection tag is not completed, a reputable fire
extinguisher service company will be required to conduct these required surveys. (NFPA 10, 4-3, 4-4)
11: Maintain fire extinguisher coverage throughout.
15: Maintain fire alarm system audible/visual notification. Addition/relocation of walls or partitions may
require relocation and/or addition of audible/visual notification devices. (City Ordinance #2328)
14: All new fire alarm systems or modifications to existing systems shall have the written approval of The
Tukwila Fire Prevention Bureau. No work shall commence until a fire department permit has been
obtained. (City Ordinance #2328) (IFC 104.2)
17: Clearance between ignition sources, such as light fixtures, heaters and flame -producing devices, and
combustible materials shall be maintained in an approved manner. (IFC 305.1)
18: Where storage height exceeds 15 feet and ceiling sprinklers only are installed, fire protection by one of
the following methods is required for steel building columns located within racks: (a) one -hour fire
proofing, (b) sidewall sprinkler at the 15 foot elevation of the column, (c) ceiling sprinkler density
minimums as determined by the Tukwila Fire Prevention Bureau. (NFPA 13)
19: Storage shall be maintained 2 feet or more below the ceiling in nonsprinklered areas of buildings or a
minimum of 18 inches below sprinkler head deflectors in sprinklered areas of buildings. (IFC 315.2.1)
20: Flue spaces shall be provided in accordance with International Fire Code Table 2308.3. Required flue
spaces shall be maintained.
13: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City
Ordinances#2327 and #2328)
21: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not
imply approval of such condition or violation.
22: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire
Prevention Bureau at (206)575-4407.
PERMIT INSPECTIONS REQUIRED
Permit Inspection Line: (206) 438-9350
1700 BUILDING FINAL**
1400 FIRE FINAL
4046 SI-EPDXY/EXP CONC
CITY OF TUKWILA
Community Development Department
Public Works Department
Permit Center
6300 Southcenter Blvd., Suite 100
Tukwila, WA 98188
http://www.TukwilaWA.gov
Building Permit No.
Project No.
Date Application Accepted:
Date Application Expires:
-o
�(4
� 'Q1It1
or o j:ce use on!
CONSTRUCTION PERMIT APPLICATION
Applications and plans must be complete in order to be accepted for plan review.
Applications will not be accepted through the mail or by fax.
**Please Print**
SITE LOCATION
Site Address: 4477 South 134th Place
Tenant Name: Regency Lighting
PROPERTY OWNER
Name: Northstream Properties
Address: 720 4th Avenue #102
City: Kirkland State: WA
zip: 98033
CONTACT PERSON — person receiving all project
communication
Name: John Martinez
Address: 1800 East McFadden Ave #200A
City: Sana Ana state: Ca Zip: 92705
Phone: (714) 269-8693 Fax: (877) 269-8657
Email: john@warehousepermits.com
GENERAL CONTRACTOR INFORMATION
Company Name: Pacific Construction
Address: 101 23rd Avenue
City: Milton State: Wa Zip: 98354
Phone: (206) 595-6921 Fax: (206) 926-1904
Contr Reg No.: PacificM012RH Exp Date:
Tukwila Business License No.: 0995301
Ji4 Q�N
lte 6 Ggzl
King Co Assessor's Tax No.:
Suite Number: Floor:
New Tenant: 0 Yes ❑ ..No
)-(¢I32ro-or�j
ARCHII ECT OF RECORD
Company Name:
Architect Name:
Address:
City:
State:
Zip:
Phone:
Fax:
Email:
ENGINEER OF RECORD
Company Name: Structural Concepts Engineering
Engineer Name: Ali Abolhassani
Address: 1200 North Jefferson Street Unit F
City: Anaheim State: Ca Zip: 93065
Phone: (714) 632-7730 Fax: (714) 632-7763
Email: mail@sceinc.net
LENDER/BOND ISSUED (required for projects $5,000 or
greater per ROW 19.27.095)
Name:
Address:
City: State: Zip:
H:Wpplications\Forms-Applications On Lme\2011 Applications\Permit Application Revised - 8-9-11.docx
Revised: August 2011
bh
Page 1 of 4
BUILDING PERMIT INFORMATION — 206-431-3670
Valuation of Project (contractor's bid price): $ 18,000
Describe the scope of work (please provide detailed information):
Storage Rack Installation
Will there be new rack storage? Yes
Existing Building Valuation: $
❑.. No If yes, a separate permit and plan submittal will be required.
vide All Building Areas in Square Footage Below
Existing
Interior Remodel
Addition to
Existing
Structure
New
Type of
Construction per
IBC
Type of
Occupancy per
IBC
14 Floor
241 Floor
3rd Floor
Floors thru
Basement
Accessory Structure*
Attached Garage
Detached Garage
Attached Carport
Detached Carport
Covered Deck
Uncovered Deck
PLANNING DIVISION:
Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches)
*For an Accessory dwelling, provide the following:
Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling:
*Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence.
Number of Parking Stalls Provided: Standard:
Compact: Handicap:
Will there be a change in use? ❑ Yes J No If "yes", explain:
FIRE PROTECTION/HAZARDOUS MATERIALS:
® Sprinlders 0 Automatic Fire Alarm ❑ None ❑ Other (specify)
Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes ® No
If `yes', attach list of materials and storage locations on a separate 8-1/2"x 11 "paper including quantities and Material Safety Data Sheets.
SEPTIC SYSTEM
❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health
Department.
H:\Applications\Forms-Applications On Line \2011 Applcations\Permit Application Revised - 8-9-11.docx
Revised: August 2011
bh
Page 2 of 4
PERMIT APPLICATION NOTES —
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 grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be
requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition).
I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER
PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT.
BUILDING t 'r ER OR A ". ' ; AGENT
Signature:
Print Na
Mailing Addr ss: 1800 East McFadden Ave #200A
Date: - (- I
Day Telephone: (714) 269-8693
Santa Ana Ca 92705
City State Zip
H:\Applications\Forms-Applications On Line\2011 Applications\Permit Application Revised - 8-9-11.docx
Revised: August 2011
bh
Page 4 of 4
Cash Register Receipt
City of Tukwila
DESCRIPTIONS
ACCOUNT
QUANTITY
PAID
.78
D14 0088 Address: 4477 S 134 PL BLDG B Apn: 2613200084
$757.78
DEVELOPMENT
$735.62
PERMIT FEE
PLAN CHECK FEE
WASHINGTON STATE SURCHARGE
R000.322.100.00.00
R000.345.830.00.00
B640.237.114
$443.10
$288.02
$4.50
TECHNOLOGY FEE
$22.16
TECHNOLOGY FEE
TOTAL FEES PAID BY RECEIPT: R1536
R000.322.900.04.00
$22.16
$757.78
Date Paid: Thursday, March 20, 2014
Paid By: PACIFIC CONSTRUCTION
Pay Method: CHECK 27738
Printed: Thursday, March 20, 2014 8:18 AM 1 of 1
II'ISYSTEMS
INSPECTION RECORD
Retain a copy with permit
P CT • N.. PERMIT NO.
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100,:Tukwila. WA 98188 (206) 431-3670'
Permit Inspection Request Line (206) 431-2451
614 4061
Pr t:
2Cv 4-
'Type
of Inspection:
r6 J i to . (i,
r. 4t
_
�-`. G '` ` i
Address-'
-0'77
.
3 -I' 1.-'13t...
Date Called:
Special Instructions:
Date Wanted:—'7
I 1
y
Requester:am►,
T
Phone No:
Approved per applicable codes.
Corrections required prior to approval.
COMMENTS:
�1ernt��MptQ'rQ
Date 1
Q REINSPECTION FEE WRED. Prior to next inspection, fee must be
paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection.
e 0 F' va
INSPECt'10N
INSPECTION RECORD
Retain a copy with permit
PERMIT NO.
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 .;
Permit Inspection Request Line (206) 431-2451
Prof l
eare
Address:
1411/ f31 PL.5instruction
ps
; i
f 4 c9 ' �.. i `t "� �%'L• . Phone No: ocs_
Tvoe
inspection:
Aco
Requester:
roved per applicable codes.
Corrections required prior to approval.
COMMENTS:
0). 'H: ewe.
MAX (ApAer
P�
7
(t'"
Acir
L�
/JAL.<
6.4
Date1 14
REINSPECTION FEE RE + ' ED. Prior to next inspection, fee must be.
paid at 6300 Southcenter bid., Suite 100. Call to schedule reinspection
INSPECTION RECORD
Retain a copy with permit
INSPECTION NUMBER
PERMIT NUMBERS
CITY OF TUKWILA FIRE DEPARTMENT
444 Andover Park East, Tukwila, Wa. 98188 206-575-4407
Pr9ject:
t ek
Typ f I spection:
Address:
Suite #: yy77
!
S J3Ll 12. h�
Contact Pe
n:
Special Instructions:
Phone No.:
'
Approved per applicable codes.
COMMENTS:
PA-aes -
nCorrections required prior to approval
Needs Shift Inspection: ?
Sprinklers:
Fire Alarm:
Hood & Duct:
Monitor:
Pre -Fire:
Permits:
Occupancy Type:
Inspector6(.1SC--
Date: 9�1//// %r
Hrs.:
n $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from
the City of Tukwila Finance Department. Call to schedule a reinspection.
Billing Address
Attn:
Company Name:
Address:
City:
State:
Zip:
Word/Inspection Record Form.Doc
6/11/10
T.F.D. Form F.P. 113
Fireproofing
Aggregates
Shotcrete
Concrete
Masonry
Asphalt
Roofing
Piling
S t e e I
Soils
Wood
r
April 10, 2014
File No. 14-190
Building Official
City of Tukwila Building Department
6300 Southcenter Blvd.
Tukwila, WA 98188
Project:
Address:
Permit:
Regency Lighting
4477 S. 134th Place
D14 0089
A.A.R. TESTING
LABORATORY, INC.
CONSTRUCTION INSPECTION AND MATERIAL TESTING
NATIONALLY ACCEPTED LABORATORY
This is to advise you that special inspections are completed on the above
referenced project. The following inspection was required and a copy of our
inspection report is attached.
1. Proprietary anchor installation
To the best of our knowledge all work inspected conformed to Tukwila Building
Department approved plans, specifications, IBC and related codes and/or
verbal or written instructions from the Engineer of Record.
Sincerely,
A.A.R. TESTING LABORATORY, INC.
A4A4At44
Kimberle Anderson
President
CC: Pacific Construction -Jay Farber
Regency Lighting -Joe Daley
Tel: (425) 881-5812 Fax (425) 881-5441 • 7126 180th Ave. NE • P.O. Box 2523 • Redmond, WA 98073
Field Report
Report #: 058933
Client: Pacific Construction
P.O. Box 1139
Milton, WA 98354
Contact: Jay Farber
Project Number:
Permit #:
Project Name:
Address:
14190
D14-0089
Regency Lighting
4477 S. 134th Place
Inspection Performed: Proprietary Anchors
Date: 2/26/2014
Time:
Temperature:
Anchor bolts for pallet racks per drawing Al.
Verified installation of Powers SD wedge anchors 1/2 x 4 1/2 with 3 1/4" embed torqued to 50 ft./lbs.
All placed per plan.
Distribution:
t i Distribute Client
❑ Distribute Engineer
Distribute Municipality
ri Distribute Architect
❑ Distribute Contractor
❑ Distribute Owner
❑ Distribute Other
i—I Distribute Other
Inspector: Trow, Michael
Reviewed by: Michele Guerrini
All reports are considered confidential and are the property of the client and A.A.R. Testing Laboratory, Inc.
Reproduction except in full without the written consent of A.A.R. Testing is strictly forbidden
St ctural
nceptsngine
1200 N. Jefferson St, Suite F
Anaheim, CA 92807
Tel: 714.632.7330 Fax: 714.632.7763
e-mail: mail@sceinc.net
Project Name : REGENCY LIGHTING
Project Number : 0-022114-5
Date :
Street Address :
City/State :
Scope of Work :
02/20/14
4477 SOUTH 134TH PLAGE
TUKWILLA, WA 98108
SELECTIVE RACK
li5OL
EXPIRE
•
trielop
REVIEWED FOR
CODE COMPLIANCE
APPROVED
APR 04 2014
City of Tukwila
ING DIVISION
0
Z.
TONAL
RECEIVED
CITY OF TUKWILA
MAR 2 0 2014
PERMIT CENTER
Str tural
oncepts
Engineering
1200 N. Jefferson Ste. Ste F Anaheim. CA_92807 Tel: 714132.7330 Fax: 714.632.7763
By: BOB Project: REGENCY LIGHTING Project #: 0-022114-5
TABLE OF CONTENTS
Title Page 1
Table of Contents 2
Design Data and Definition of Components 3
Critical Configuration 4
Seismic Loads 5 to 6
Column 7
Beam and Connector 8 to 9
Bracing 10
Anchors 11
Base Plate 12
Slab on Grade 13
Other Configurations 14 to 15
TYPE 1 SELECT-REGENCY.xis
Page 2 of 2/26/2014
Strturai
oncepts
Engineering
1200 N. Jefferson Ste. Ste F Anaheim. CA92607 Tel:714.632.7330 Fax: 714.632.7763
By: BOB Project: REGENCY LIGHTING
Design Data
Project #: 0-022114-5
1) The analyses herein conforms to the requirements of the:
2012 IBC Section 2209
2013 CBC Section 2209A
ANSI MH 16.1-2012 Specifications for the Design of Industrial Steel Storage Racks "2012 RMI Rack Design Manual"
ASCE7-10, section 15.5.3
2) Transverse braced frame steel conforms to ASTM A570, Gr.55, with minimum strength, Fy=55 ksi
Longitudinal frame beam and connector steel conforms to ASTM A570, Gr.55, with minimum yield, Fy=55 ksi
All other steel conforms to ASTM A36, Gr. 36 with minimum yield, Fy= 36 ksi
3) Anchor bolts shall be provided by installer per ICC reference on plans and calculations herein.
4) All welds shall conform to AWS procedures, utilizing E70xx electrodes or similar. All such welds shall be performed
in shop, with no field welding allowed other than those supervised by a licensed deputy inspector.
5) The existing slab on grade is 5" thick with minimum 2500 psi compressive strength. Allowable Soil bearing capacity is 1000 psf.
The design of the existing slab is by others.
6) Load combinations for rack components correspond to 2012 RMI Section 2.1 for ASD level Toad criteria
Definition of Components
Frame
Height
A
Beam
1
Beam
Length
Beam
Spadng
Front View: Down Aisle
(Longitudinal) Frame
Column
Beam to Column
Connector
Base Plate and
Anchors
Panel
Height
Frame
Death
Section A: Cross Aisle
(Transverse) Frame
Horizontal
Brace
Diagonal
Brace
TYPE I SELECT-REGENCY.xis Page 3 of
2/26/20 14
Strtural
concepts
Engineering
1200 N. Jefferson Ste. Ste F Anaheim. CA 92807 Tel: 714.632.7330 Fax: 1 x 7 4.632.7763
By: BOB Project: REGENCY LIGHTING Project #: 0-022114-5
Configuration & Summary: TYPE 1 SELECTIVE RACK
216"
44"
4-
58"
96"
24"
74"
216 f
52"
52"
42" --I- 42"
**RACK COLUMN REACTIONS
ASD LOADS
AXIAL DL= 200 /b
AXIAL LL= 3,000 /b
SEISMIC AXIAL Ps=+/- 3,074 /b
BASE MOMENT= 8,000 in lb
Seismic Criteria
# Bm Lvls
Frame Depth
Frame Height
# Diagonals
Beam Length
Frame Type
Ss=1.494, Fa=1
4
42 in
216.0 in
4
96 in
Single Row
Component
Description
STRESS
Column
Fy=55 ksi
INTLK LU72/3x3x14ga
P=3200 Ib, M=14688 in-Ib
0.57-0K
Column & Backer
None
None
None
N/A
Beam
Fy=55 ksi
Intlk 282/3.04"deepx2"x0.07"
Lu=96 in
Capacity: 2496 Ib/pr
0.6-0K
Beam Connector
Fy=55 ksi
Lvl 1: 2 pin OK I Mconn=8997 in-Ib
Mcap=9726 in-Ib
0.93-0K
Brace -Horizontal
Fy=55 ksi
Intlk 1-1/2x1-1/2x14ga
0.13-0K
Brace -Diagonal
Fy=55 ksi
Intik 1-1/2x1-1/2x14ga
0.24-OK
Base Plate
Fy=36 ksi
8x5x3/8 I Fixity= 8000 in-Ib
0.63-0K
Anchor
2 per Base
0.5" x 3.25" Embed POWERS SD2 ESR 2502 Inspection Reqd (Net Seismic Uplift=2056 Ib)
0.808-OK
Slab & Soil
5" thk x 2500 psi slab on grade. 1000 psf Soil Bearing Pressure
0.4-0K
Level
Load**
Per Level
Beam Spcg
Brace
Story Force
Transv
Story Force
Longit.
Column
Axial
Column
Moment
Conn.
Moment
Beam
Connector
1 1,500 Ib 58.0 in 52.0 in 129 Ib 97 Ib 3,200 Ib 14,688 "# 8,997 "# 2 pin OK
2 1,500 Ib
3 1,500 Ib
4 1,500 Ib
44.0 in
44.0 in
44.0 in
52.0 in
74.0 in
24.0 in
226 Ib
324 Ib
422 Ib
170 Ib
243 Ib
316 Ib
2,400 Ib
1,600 Ib
800 Ib
8,014 "#
6,147 "#
3,476 "#
6,008 "#
4,420 "#
2,269 "#
2 pin OK
2 pin OK
2 pin OK
** Load defined as product weight per pair of beams
Notes
Total: 1,101 Ib 825 Ib
TYPE I SELECT-REGENCY.xIs
Page "of / J 2/2G/2014
Sttural
rIsoncepts
.,,„.1/41r/
-f-,7• Engineering
1200 N. Jefferson Ste. Ste F Anaheim. CA 92807 Tel: 714.632.7330 Fax: 714.632.7763
By: BOB Project: REGENCY LIGHTING Project #: 0-022114-5
Seismic Forces Configuration: TYPE 1 SELECTIVE RACK
Lateral analysis is performed with regard to the requirements of the 2012 RMI ANSI MN 16.1-2012 Sec 2.6 & ASCE 7-10 sec 15.5.3
Transverse (Cross Aisle) Seismic Load
V= Cs*Ip*Ws=Cs*Ip*(0.
Cs1= Sds/R
= 0.2490
Cs2= 0.044*Sds
= 0.0438
Cs3= 0.5*S1/R
= 0.0700
Cs -max= 0.2490
Base Shear Coeff=Cs= 0.2490
67*P*Prf+D)
Cs -max * Ip= 0.2490
Vmin= 0.015
Eff Base Shear=Cs= 0.2490 Transverse Elevation
Ws= (0.67*PLRF1 * PL)+DL (RMI 2.6.2)
= 4,420 Ib
vt
Level PRODUCT LOAD P P*0.67*Pal
1 1,500 Ib 1,005 Ib
2 1,500 Ib 1,005 Ib
3 1,500 Ib 1,005 Ib
4 1,500 Ib 1,005 Ib
Vtransv=Vt= 0.249 * (400 Ib + 4020 Ib)
Etransverse= 1,101 Ib
limit Stales Levert Transverse seismic shear per upright
DL
100 Ib
100 Ib
100 Ib
100 Ib
hi
58 in
102 in
146 in
190 in
wi*hi
64,090
112,710
161,330
209,950
Ss= 1.494
S1= 0.560
Fa= 1.000
Fv= 1.500
Sds=2/3*Ss*Fa= 0.996
Sd1=2/3*S1*Fv= 0.560
Ca=0.4*2/3*Ss*Fa= 0.3984
(Transverse, Braced Frame Dir.) R= 4.0
Ip= 1.0
PRF1= 1.0
Pallet Height=hp= 48.0 in
DL per Beam Lvl= 100 lb
Fi Fi*(hi+hp/2)
128.7 Ib 10,553-#
226.4 Ib 28,526-#
324.1 Ib 55,097-#
421.8 Ib 90,265-#
sum: P=6000 Ib 4,020 Ib
Longitudinal (Downaisle) Seismic Load
400 Ib W=4420 Ib 548,080
1,101 lb
1=184,442
Similarly for longitudinal seismic loads, using R=6.0
Cs1=Sd1/(T*R)= 0.1867
Cs2= 0.0438
Cs3= 0.0467
Cs -max= 0.1867
Level
1
2
3
4
PRODUC LOAD P
1,500 Ib
1,500 Ib
1,500 Ib
1,500 Ib
Ws= (0.67 * PLC *
= 4,420 Ib
Cs=Cs-max*Ip= 0.1867
P) + DL
PRF2= 1.0
(Longitudinal, Unbraced Dir.) R= 6.0
T= 0.50 sec
Vlong=
Elongitudlnal=
0.1867 * (400 Ib + 4020 Ib)
825 Ib Limit States Lend Longh: sehmkshear per upright
P*0.67*P
1,005 Ib
1,005 Ib
1,005 Ib
1,005 Ib
DL
100 Ib
100 Ib
100 Ib
100 Ib
hi
58 in
102 in
146 in
190 in
wi*hi
64,090
112,710
161,330
209,950
F
96.5 Ib
169.7 Ib
242.8 Ib
316.0 Ib
Front View
1
sum: 4,020 lb
400 Ib W=4420 Ib 548,080
825 Ib
TYPE I SELECT-REGENCY.xls
Page 5 of
2/26/20 14
Str tural
oncepts
Engineering
1200 N. Jefferson Ste. Ste F Anaheim. CA 92807 Tel: 714.632.7330 Fax: 714.632.7763
By: BOB Project: REGENCY LIGHTING Project #: 0-022114-5
Downaisle Seismic Loads
Configuration: TYPE 1 SELECTIVE RACK
Determine the story moments by applying portal analysis. The base plate is assumed to provide partial fixity.
Seismic Story Forces
Vlong= 825 Ib
Vcol=Vlong/2= 413 Ib
F1= 97 Ib
F2= 170 Ib
F3= 243 Ib
Seismic Story Moments
-
-
Typical frame made
Tributary area oftwocolumns
of rock frame \-
4—
Front View
Conceptual System
Side View
Typical Frame made
_ of two columns
41
Top View
Mbase-max= 8,000 in-Ib <=== Default capacity
Mbase-v= (Vcol*hleff)/2
= 11,344 in-Ib <=== Moment going to base
Mbase-eff= Minimum of Mbase-max and Mbase-v
= 8,000 in-Ib
M 1-1= [Vcol * hleff]-Mbase-eff
= (413 Ib * 55 in)-8000 in-Ib
= 14,688 in-Ib
Mseis= (Mupper+Mlower)/2
hl-eff= hl - beam dip height/2
= 55 in Vcol
M 2-2= [Vcol-(F1)/2] * h2
[413 Ib - 84.9 Ib]*44 in/2
= 8,014 in-Ib
Mseis(1-1)= (14688 in-Ib + 8014 in-Ib)/2 Mseis(2-2)= (8014 in-Ib + 6147 in-lb)/2
= 11,351 in-Ib
= 7,080 in-Ib
Beam to Column
Elevation
rho= 1.0000
COL
Summary of Forces
LEVEL
1
2
3
4
hi Axial Load
58 in 3,200 Ib
44 in 2,400 Ib
44 in 1,600 Ib
44 in 800 Ib
Column Moment**
14,688 in-Ib
8,014 in-Ib
6,147 in-Ib
3,476 in-Ib
Mseismic**
11,351 in-Ib
7,080 in-Ib
4,811 in-Ib
1,738 in-Ib
Mend -fixity
1,503 in-Ib
1,503 in-Ib
1,503 in-Ib
1,503 in-Ib
Mconn**
8,997 in-Ib
6,008 in-Ib
4,420 in-Ib
2,269 in-Ib
Beam Connector
2 pin OK
2 pin OK
2 pin OK
2 pin OK
Mconn= (Mseismic + Mend-fixity)*0.70*rho
Mconn-allow(2 Pin)= 9,726 in-Ib
**all moments based on limit states level loading
TYPE I SELECT-REGENCY.xIs
Page 4,9 of
2/26/20 14
Str tural
L oncepts
Engineering
1200 N. Jefferson Ste. Ste F Anaheim. CA 92807 Tell714.632.7330 Fax:_714.632.7763
By: BOB Project: REGENCY LIGHTING
Project #: 0-022114-5
Column (Longitudinal Loads) Configuration: TYPE 1 SELECTIVE RACK
Section Properties
Section: INTLK LU72/3x3x14ga
Aeff = 0.643 inA2
Ix = 1.130 in^4
Sx = 0.753 in^3
rx = 1.326 in
Of= 1.67
E= 29,500 ksi
Loads Considers loads at level 1
Iy = 0.749 in^4
Sy = 0.493 in^3
ry = 1.080 in
Fy= 55 ksi
Cmx= 0.85
Kx = 1.7
Lx = 56.5 in
Ky = 1.0
Ly = 52.0 in
Cb= 1.0
3.000 in
x
II i I
1 _ 1o.o75 in
x
1.0.75 in
3.000 in
COLUMN DL= 200 Ib
COLUMN PL= 3,000 Ib
Mcol= 14,687 in-Ib
Sds= 0.9960
1+0.105*Sds= 1.1046
1.4+0.14Sds= 1.5394
1+0.14Sds= 1.1394
0.85+0.14*Sds= 0.9894
B= 0.7000
rho= 1.0000
Axial Analysis
C itical load cases are: RMI Sec 2.1
Load Case 5: : (1 +0.105*Sds)D + 0.75*(1.4+0.14Sds)*B*P + 0.75*(0.7*rho*E)<=1.0, ASD Method
axial load coeff.• 0.808206 * P seismic moment coef• 0.5625 * Mcol
Load Case 6: : (1+0.104*Sds)D + (0.85+0.14Sds)*B*P + (0.7*rbo*E)<= 1.0, ASD Method
axial load coef 0.69261 seismic moment coeff.• 0.7 * Mcol
By analysis, Load case 6 govems utilizing loads as such
Axial Load=Pax= 1.13944*200 Ib + 0.98944*0.7*3000 Ib
= 2,3061b
Moment=Mx= 0.7*rho*Mcol
= 0.7 * 14687 in-Ib
= 10,281 in -lb
KxLx/rx = 1.7*56.48"/1.326" KyLy/ry = 1*5271.08"
= 72.4 = 48.1
Fe= n^2E/(KI./r)max^2
= 55.5ksi
Pn= Aeff*Fn
= 26,608 Ib
P/Pa= 0.17 > 0.15
Bending Analysis
Fy/2= 27.5 ksi
Qc= 1.92
Fe > Fy/2
Fn= Fy(1-Fy/4Fe)
= 55 ksi*[1-55 ksi/(4*55.5 ksi)]
= 41.4 ksi
Pa= Pn/Qc
= 26608 Ib/1.92
= 13,858 Ib
Check: Pax/Pa + (Cmx*Mx)/(Max*px) <_ 1.0
P/Pao + Mx/Max 5 1.0
Pno= Ae*Fy
= 0.643 in^2 *55000 psi
= 35,365 Ib
Max= My/Qf
= 41415 in-Ib/1.67
= 24,799 in-Ib
I x= {1/[1-(Qc*P/Pcr)]}^-1
= {1/[1-(1.92*2306 Ib/35687 lb)]}^-1
= 0.88
Combined Stresses
Pao= Pno/Qc
= 353651b/1.92
= 18,419 Ib
Myield=My= Sx*Fy
= 0.753 in^3 * 55000 psi
= 41,415 in-Ib
Pcr= n^2EI/(KL)max^2
= nA2*29500 ksi/(1.7*56.48 in)^2
= 35,687 Ib
(2306 lb/13858 Ib) + (0.85*10281 in-lb)/(24799 in-Ib*0.88) =
(2306 Ib/18419 lb) + (10281 in-lb/24799 in-Ib) =
0.57 < 1.0, OK (EQ C5-1)
0.54 < 1.0, OK (EQ C5-2)
** For comparison, total column sb ess computed for load case 5 is: 50.0% //zing loads 2645.534 /b Axial and M= 7710 in -lb
TYPE I SELECT-REGENCY.xis Page
of l�
2/26/20 14
Str tural
on is
ire ;
ngineering
1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763
By: BOB
Project: REGENCY LIGHTING
Project #: 0-022114-5
BEAM
Configuration: TYPE 1 SELECTIVE RACK
DETERMINE ALLOWABLE MOMENT CAPACITY
A) Check compression flange for local buckling (B2.1)
w= c - 2*t -2*r
= 1.75 in - 2*0.07 in - 2*0.07 in
= 1.470 in
w/t= 21
1=lambda= [1.052/(k)A0.5] * (w/t) * (Fy/E)^0.5
= [1.052/(4)A0.5] * 21 * (55/29500)^0.5
= 0.477 < 0.673, Flange is fully effective
Eq. B2.1-4
Eq. B2.1-1
B) check web for local buckling per section b2.3
fl(comp)= Fy*(y3/y2)= 47.55 ksi
f2(tension)= Fy*(y1/y2)= 99.32 ksi
Y= f2/f1 Eq. B2.3-5
= -2.089
k= 4 + 2*(1-Y)^3 + 2*(1-Y) Eq. B2.3-4
= 69.13
flat depth=w= y1+y3
= 2.760 in w/t= 39.42857143 OK
1=lambda= [1.052/(k)^0.5] * (w/t) * (fl/E)^0.5
= [1.052/(69.13)1\0.5] * 2.76 * (47.55/29500)A0.5
= 0.2 < 0.673
be=w= 2.760 in b2= be/2 Eq 82.3-2
b1= be(3-Y) = 1.38 in
= 0.542
b1+b2= 1.922 in > 0.8936 in, Web is fully effective
Determine effect of cold working on steel yield point (Fya) per section A7.2
Fya= C*Fyc + (1 C)*Fy (EQ A7.2-1)
Lcomer=lc= (p/2) * (r + t/2)
0.165 in C= 2*Lc/(Lf+2*Lc)
Lflange-top=Lf= 1.470 in = 0.183 in
m= 0.192*(Fu/Fy) - 0.068 (EQ A7.2-4)
= 0.1590
Bc= 3.69*(Fu/Fy) - 0.819*(Fu/Fy)^2 - 1.79 (EQ A7.2-3)
= 1.427
since fu/Fv= 1.18 < 1.2
and r/t= 1 < 7 OK
then Fyc= Bc * Fy/(R/t)^m (EQ A7.2-2)
= 78.485 ksi
Thus, Fya-top= 59.31 ksi (tension stress at top)
Fya-bottom= Fya*Ycg/(depth -Ycg)
= 115.12 ksi (tension stress at bottom)
Check allowable tension stress for bottom flange
Lflange-bot=Lfb= Lbottom - 2*r*-2*t
= 1.720 in
Cbottom=Cb= 2*Lc/(Lfb+2*Lc)
= 0.161
Fy-bottom=Fyb= Cb*Fyc + (1-Cb)*Fyf
= 58.78 ksi
Fya= (Fya-top)*(Fyb/Fya-bottom)
= 30.28 ksi
if F= 0.95 Then F*Mn=F*Fya*Sx=
2.00 in
1.75 In
3.040 in
Beam= Intik 282/3.04"deeux2"x0.07"
Ix=
Sx=
Ycg=
t=
Bend Radius=r=
Fy=Fyv=
Fu=Fuv=
E=
top flange=b=
bottom flange=
Web depth= DIAFY'
t -�
n
y3
depth
1
12.48 in-k
Ycg
11
0.731 in^4
0.434 in^3
2.006 in
0.070 in
0.070 in
55.00 ksi
65.00 ksi
29500 ksi
1.750 in
2.000 in
fl (comp)
f2(tension)
y1= Ycg-t-r= 1.866 in
y2= depth-Ycg= 1.034 in
y3= y2-t-r= 0.894 in
Str tural
on is
ngineering
1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763
By: BOB
Project: REGENCY LIGHTING
Project #: 0-022114-5
BEAM
Contiguration: TYPE 1 SELECTIVE RACK
RMI Section 5.2, PT II
Section
Beam= Intik 282/3.04"deepx2"x0.07"
Ix=Ib= 0.731 in^4
Sx= 0.434 in^3
t= 0.070 in
Fy=Fyv= 55 ksi
Fu=Fuv= 65 ksi
Fya= 59.3 ksi
E= 29500 ksi
F= 150.0
L= 96 in
Beam Level= 1
P=Product Load= 1,500 lb/pair
D=Dead Load= 100 Ib/pair
1. Check Bending Stress Allowable Loads
Mcenter=F*Mn= W*L*W*Rm/8
W=LRFD Load Factor= 1.2*D + 1.4*P+1.4*(0.125)*P
FOR DL=2% of PL,
RMI2.2, item 8
W= 1.599
Rm=
if F=
Then F*Mn=F*Fya*Sx=
Thus, allowable load
per beam pair=W=
1 - [(2*F*L)/(6*E*Ib + 3*F*L)]
1- (2*150*96 in)/[(6*29500 ksi*0.731 in^3)+(3*150*96 in)]
0.833
0.95
24.43 in-k
F*Mn*8*(# of beams)/(L*Rm*W)
24.43 in-k * 8 * 2/(96in * 0.833 * 1.599)
3,057 Ib/pair allowable load based on bending stress
Mend= W*L*(1-Rm)/8
= (3057 lb/2) * 96 in * (1-0.833)/8
= 3,063 in-Ib @ 3057 Ib max allowable load
= 1,503 in-Ib @ 1500 Ib imposed product load
2. Check Deflection Stress Allowable Loads
200 in
1.75 in
3.040 in
111111111111111111111111111111111111111111111
Dmax= Dss*Rd
Rd= 1 - (4*F*L)/(5*F*L + 10*E*Ib)
= 1 - (4*150*96 in)/[(5*150*96 in)+(10*29500 ksi*0.731 in^4)]
= 0.800 in
if Dmax= 1/180 Based on L/180 Deflection Criteria
and Dss= 5*W*L^3/(384*E*Ib)
L/180= 5*W*L^3*Rd/(384*E*Ib*# of beams)
solving for W yields,
W= 384*E*I*2/(180*5*L^2*Rd)
= 384*0.731 in^4*2/[180*5*(96 in)^2*0.8)
= 2,496 Ib/pair allowable load based on deflection limits
Thus, based on the least capacity of item 1 and 2 above:
Allowable Deflection= L/180
= 0.533 in
Deflection at imposed Load= 0.321 in
Allowable load= 2,496 Ib/pair
Imposed Product Load= 1,500 Ib/pair
Beam Stress= 0.6
Beam at Level 1
ngineering
1200 N. Jefferson Ste. Ste F Anaheim. CA 92807 Tel: 714.632.7330 Fax: 714.632.7763
By: BOB
Project: REGENCY LIGHTING Project #: 0-0221 14-5
2 Pin Beam to Column Connection TYPE 1 SELECTIVE RACK
I he beam end moments shown herein show the result ot the maximum Induced tlxed end monents torm seismic + static loads and the code
mandated minimum value ot 1.5%(DL+PL)
Mconn max= (Mseismic + Mend-fixity)*0.70*Rho
= 8,997 in-Ib Load at level 1
Connector Type= 2 Pin
Shear Capacity of Pin
0
P1
P2
4"
1/2"�C 12"
rho= 1.0000
Pin Diam= 0.44 in Fy= 55,000 psi
Ashear= (0.438 in)^2 * Pi/4
= 0.1507 in^2
Pshear= 0.4 * Fy * Ashear
= 0.4 * 55000 psi * 0.1507in^2
= 3,315 Ib
Bearing Capacity of Pin
tcol= 0.075 in Fu= 65,000 psi
Omega= 2.22 a= 2.22
Pbeanng= alpha * Fu * diam * tcol/Omega
= 2.22 * 65000 psi * 0.438 in * 0.075 in/2.22
= 2,135 lb < 3315 Ib
Moment Capacity of Bracket
Edge Distance=E= 1.00 in
C= P1+P2
= P1+P1*(0.5 /4.5")
= 1.11 * P1
Pin Spacing= 4.0 in Fy= 55,000 psi
Mcap= Sclip * Fbending
=0.127in^3*0.66*Fy
= 4,610 in-Ib
Pclip= Mcap/(1.11 * d)
= 4610.1 in-lb/(1.11 * 0.5 in)
= 8,306 Ib
tdip= 0.18 in Sclip= 0.127 in^3
Mconn-allow= [P1*4.5'+P1*(0.574.5")*0.59
= 2135 LB*[4.5"+(0.5"/4.5")*0.51
= 9,726 in-Ib > Mconn max, OK
C*d= Mcap = 1.11
Thus, P1= 2,135 Ib
d= E/2
= 0.50 in
TYPE 1 SELECT-REGENCY.xle
Page 'of /f 2/26/2014
Strturai
oncepts
Engineering
1200 N. Jefferson Ste. Ste F Anaheim. CA 92807 TeL 714.632.7330 Fax: 714.632.7763
By: BOB Project: REGENCY LIGHTING
Project #: 0-022114-5
Transverse Brace
Configuration: TYPE 1 SELECTIVE RACK
Section Properties
Diagonal Member= Intik 1-1/2x1-1/2x14ga
Area= 0.315 inA2
r min= 0.488 in
Fy= 55,000 psi
K= 1.0
Qc= 1.92
Frame Dimensions
I .500
1 -0.25
Horizontal Member= Intik 1-1/2x1-1/2x14ga
Area= 0.315 in^2
r min= 0.488 in
Fy= 55,000 psi
1.500 K= 1.0
10- I .500 --o-I
-01 0.25
I.500
Wst L(
Bottom Panel Height=H= 52.0 in
Frame Depth=D= 42.0 in
Column Width=B= 3.0 in
Diagonal Member
Clear Depth=D-B*2= 36.0 in
X Brace= NO
rho= 1.00
0
Load Case 6: : (1 +o J4aa i 85+0.l45ds)*B*P + [0.7*rho*EJ<= 1.0, ASD Method
Vtransverse= 1,101 Ib
Vb=Vtransv*0.7*rho= 1101 Ib * 0.7 * 1
= 7711b
Ldiag= [(D-B*2)^2 + (H-6")^2]^1/2
= 58.4 in
Pmax= V*(Ldiag/D) * 0.75
= 8041b
axial load on diagonal brace member
Pn= AREA*Fn
= 0.315 in^2 * 20320 psi
= 6,401 Ib
Pallow= Pn/Q
= 6401 Ib /1.92
= 3,334 Ib
Pn/Pallow= 0.24 <= 1.0 OK
Horizontal brace
(kl/r)= (k * Ldiag)/r min
= (1 x 58.4 in /0.488 in )
= 119.7 in
Fe= pi^2*E/(kl/r)A2
= 20,320 psi
Since Fe<Fy/2,
Fn= Fe
= 20,320 psi
Check End Weld
Lweld= 2.5 in
Fu= 65 ksi
tmin= 0.075 in
Weld Capadty= 0.75 * tmin * L * Fu/2.5
= 3,656 Ib OK
Vb=Vtransv*0.7*rho= 771 Ib
(kl/r)= (k * Lhoriz)/r min
= (1 x 42 in) /0.488 in
= 86.1 in
Since Fe>Fy/2, Fn=Fy*(1-fy/4fe)
= 35,745 psi
Pn/Pallow= 0.13 <= 1.0 OK
Fe= pi^2*E/(kl/r)^2
= 39,275 psi
Pn= AREA*Fn
= 0.315in^2*35745 psi
= 11,2601b
Fy/2= 27,500 psi
Pallow= Pn/Qc
= 11260 Ib /1.92
= 5,864 Ib
TYPE I SELECT-REGENCY.xIs
Page/ D of !' 1 2/26/20 14
Str urat
Ltoncepts
Engineering
1200 N. Jefferson Ste. Ste F Anaheim. CA 92807 Tel: 714.632.7330 Fax: 714.632.7763
By: BOB Project: REGENCY LIGHTING Project #: 0-022114-5
Single Row Frame Overturning
Configuration: TYPE 1 SELECTIVE RACK
Loads
Critical Load case(s):
1) RMI Sec 2.1, item 9: (0.6-0.14Sds)D + (0.6-0.14Sds)*B*Papp - 0.7*E*rho
Vtrans=V=E=Qe= 1,101 Ib
DEAD LOAD PER UPRIGHT=D= 400 lb
PRODUCT LOAD PER UPRIGHT=P= 6,000 Ib
Papp=P*0.67= 4,020 Ib
21=Wst1=(0.46056*D + 0.46056*Papp*1)= 2,035 Ib
Product Load Top Level, Ptop= 1,500 Ib
DL/LvI= 100 Ib
Seismic Ovt based on E, E(Fi*hi)= 184,442 in-Ib
heiaht/depth ratio= 4.5 in
Sds= 0.9960
(0.6-0.14Sds)= 0.4606
(0.9-0.2Sds)= 0.7008
B= 1.0000
rho= 1.0000
Frame Depth=Df= 42.0 in
Htop-Iv1=H= 190.0 in
# Levels= 4
# Anchors/Base= 2
hp= 48.0 in
SIDE ELEVATION
A) Fully Loaded Rack h=H+hp/2= 214.0 in
Load case 1:
Movt= E(Fi*hi)*0.7*E*rho Mst= Wstl * Df/2
= 129,109 in-Ib = 2035 Ib * 42 in/2
= 42,735 in-Ib
T= (Movt-Mst)/Df
= (129109 in-Ib - 42735 in-Ib)/42 in
= 2,057 Ib Net Uplift per Column
Net Seismic Uplift= 2,057 Ib
B) Top Level Loaded Only
Load case 1:
0 V1=Vtop= Cs * Ip * Ptop >= 350 Ib for H/D >6.0
= 0.249 * 1500 Ib
= 374 Ib
Vleff= 374 Ib Critical Level= 4
V2=VDL= Cs*Ip*D Cs*Ip= 0.2490
= 100 Ib
Mst= (0.46056*D + 0.46056*Ptop*1) * 42 in/2
= 18,376 in-Ib
Movt= [V1*h + V2 * H/2]*0.7*rho
= 62,574 in-Ib
T= (Movt-Mst)/Df
= (62574 in-Ib - 18376 in-lb)/42 in
= 1,052 Ib Net Uplift per Column
Net Seismic Uplift= 1,052 Ib
Anchor
Check (2) 0.5" x 3.25" Embed POWERS SD2 anchor(s) per base plate.
Special inspection is required per ESR 2502.
Pullout Capacity=Tcap= 1,250 Ib
Shear Capacity=Vcap= 1,840 Ib Phi= 1
(1028 Ib/1250 Ib)^1 + (275 Ib/18401b)^1 =
(526 ib/1250 Ib)^1 + (93 Ib/1840 Ib)^1 =
Fully Loaded:
Top Level Loaded:
L.A. City Jurisdiction? NO
Tcap*Phi= 1,250 Ib
Vcap*Phi= 1,840 Ib
0.97 <= 1.2 OK
0.47 <= 1.2 OK
TYPE I SELECT-REGENCY.xis Page /7 of
2/26/2O 14
Cross Aisle Loads
$trturaI
oncepts
Engineering
1200 N. Jefferson Ste. Ste F Anaheim. CA 92807 Tel: 714.632.7330 Fax: 714.632.7763
By: BOB Project: REGENCY LIGHTING
Project#: 0-022114-5
Base Plate
Configuration: TYPE 1 SELECTIVE RACK
Section
Baseplate= 8x5x3/8
Eff Width=W = 8.00 in a = 3.00 in
Eff Depth=D = 5.00 in Anchor c.c. =2*a=d = 6.00 in
Column Width=b = 3.00 in N=# Anchor/Base= 2
Column Depth=dc = 3.00 in Fy = 36,000 psi
L = 2.50 in
Plate Thickness=t = 0.375 in
Down Aisle Loads Load Case 5: : (1 +0.105*Sds)D + 0.75*[(1.4+0.14Sds)*B*P + 0.75*[0.7*rho*Ek=1.0, ASD Method
Downaisle Elevation
COLUMN DL= 200 Ib Axial=P= 1.10458 * 200 Ib + 0.75 * (1.53944 * 0.7 * 3000 Ib)
COLUMN PL= 3,000 Ib = 2,646 Ib
Base Moment= 8,000 in-Ib
1+0.105*Sds= 1.1046
1.4+0.14Sds= 1.5394
B= 0.7000
Axial stress=fa = P/A = P/(D*W)
= 66 psi
Moment Stress=fb = M/S = 6*Mb/[(D*BA2]
= 78.8 psi
Moment Stress=fbl = fb-fb2
= 29.5 psi
M3 = (1/2)*fb2*L*(2/3)*L = (1/3)*fb2*L^2
= 103 in-Ib
S-plate = (1)(tA2)/6
= 0.023 in^3/iri
fb/Fb = Mtotal/[(S-plate)(Fb)]
0.63 OK
Tanchor = (Mb-(PLapp*0.75*0.46)(a))/[(d)*N/2]
= -318 Ib No Tension
Critical badarse RMISec 2.1, Item 4: (1+0.115dr)At + (1+0.14SOS)Pt'0.75+E2•0.75 <= 1.0, ASD Method
Mb= Base Moment*0.75*0.7*rho
= 8000 in-Ib * 0.75*0.7*rho
= 4,200 in-Ib
Axial Load P = 2,646 Ib
Mbase=Mb = 4,200 in-Ib
M1=
Moment Stress=fb2 =
M2=
Mtotal =
Fb =
Pp=
Tallow=
wLA2/2= fa*L^2/2
207 in-Ib
2*Po*1/W
49.2 psi
fb1*L^2)/2
92 in-Ib
M1+M2+M3
402 in-Ib/in
0.75*Fy
27,000 psi
0.7*Pc
1,750 psi OK
1,250 Ib
OK
Check uplift Toad on Baseplate
Effec.
Effec. E
Pstatic= 2,646 Ib
Movt*0.75*0.7*rho= 96,832 in-Ib
Frame Depth= 42.0 in
P=Pstatic+Pseismic= 4,951 Ib
b =Column Depth= 3.00 in
L =Base Plate Depth -Col Depth= 2.50 in
fa = P/A = P/(D*W)
= 124 psi
Sbase/in = (1)(t^2)/6
= 0.023 in^3/in
fb/Fb = M/[(S-plate)(Fb)]
= 0.61 OK
Pseismic= Movt/Frame Depth
= 2,306 Ib
M= wL^2/2= fa*L^2/2
= 387 in-Ib/in
Fbase = 0.75*Fy
= 27,000 psi
Check uplift forces on baseplate with 2 or more anchors per RMI 7.2.2.
the base plate configuration consists of two anchor bolts bated an either side
the column and a net uplift force exists, the minimum base plate thickness
all be determined based on a design bending moment in the plate equal
o the uplift force on one anchor times 1/2 the distance from
e centerline of the anchor to the nearest edge of the rack column"
Ta
I4— c*
Mu
.gallll
T
I b I
Uplift per Column= 2,056 Ib
Qty Anchor per BP= 2
Net Tension per anchor=Ta= 1,028 Ib
c= 2.50 in
Mu=Moment on Baseplate due to uplift= Ta*c/2
= 1,285 in-Ib
Splate= 0.117 in^3
fb Fb *0.75= 0.305 OK
TYPE I SELECT-REGENCY.xIs
Page / f
2/26/2O 14
$trturaI
L,oncepts
Engineering
1200 N. Jefferson Ste. Ste F Anaheim. CA 92807 Tel: 714.632.7330 Fax: 714.632.7763
By: BOB Project: REGENCY LIGHTING Project #: 0-022114-5
Slab on Grade
Configuration: TYPE 1 SELECTIVE RACK
IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIiiIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII
SLAB ELEVATION
Base Plate
Effec. Baseplate width=B= 8.00 in
Effec. Baseplate Depth=D= 5.00 in
Column Loads
width=a= 3.00 in
depth=b= 3.00 in
•
[13
c
e
Cross
Aisle
Down Aisle FF
.... .
Baseolate Plan View
Concrete
Pc= 2,500 psi
tslab=t= 5.0 in
teff= 5.0 in
phi=0= 0.6
Soil
(soil= 1,000 psf
Movt= 129,109 in-Ib
Frame depth= 42.0 in
Sds= 0.996
0.2*Sds= 0.199
midway dist face of column to edge of plate=c= 5.50 in
midway dist face of column to edge of plate=e= 4.00 in
DEAD LOAD=D= 200 Ib per column
unfactored ASD /oad
PRODUCT LOAD=P= 3,000 Ib per column
unfactored ASD /oad
Papp= 2,010 Ib per column
P-seismic=E= (Movt/Frame depth)
= 3,074 Ib per column
unfactored Limit State /oad
B= 0.7000
rho= 1.0000
Sds= 0.9960
1.2 + 0.2*Sds= 1.3992
0. 9 - 0.20Sds= 0.7008
Puncture
Load Case 1) (1.2+0.2Sds)D + (1.2+0.2Sds)*B*P+ rho*E
= 1.3992 * 200 Ib + 1.3992 * 0.7 * 3000 Ib + 1
= 6,292 Ib
Load Case 2) (0.9-0.2Sds)D + (0.9-0.2Sds)*B*Papp + rho*E
= 0.7008 * 200 Ib + 0.7008 * 0.7 * 2010 Ib + 1 *
= 4,200 Ib
Load Case 3) 1.2*D + 1.4*P
= 1.2*200 Ib + 1.4*3000 Ib
= 4,440 Ib
Effective Column Load=Pu= 6,292 Ib per column
RMISEC2.2EQTN5
3074 Ib
RMI SEC 2.2 EQTN 7
3074 Ib
RMI SEC 2.2 EQTN 1,2
Apunct= [(c+t)+(e+t)]*2*t
= 195.0 in^2
Slab Bending
Fpunct= 2.66*phi*sgrt(Pc)
= 79.8 psi
fv/Fv= Pu/(Apunct*Fpunct)
= 0.404 < 1 OK
Pse=DL+PL+E= 6,292 lb
Asoil= (Pse*144)/(fsoil)
= 906 in^2
x= (L-y)/2
= 7.7 in
Fb= 5*(phi)*(Pc)^0.5
= 150. psi
L= (Asoil)^0.5
= 30.10 in
M= w*x^2/2
= (fsoil*x^2)/(144*2)
= 206.1 in-Ib
y= (c*e)^0.5 + 2*t
= 14.7 in
S-slab= 1*teff^2/6
= 4.17 in^3
fb/Fb= M/(S-slab*Fb)
= 0.330 <1,OK
TYPE I SELECT-REGENCY.xIs
Page/3 of Li 2/26/20I4
Strpturai
oncepts
Engineering
1200 N. Jefferson Ste. Ste F Anaheim. CA 92807 Tel: 714.632.7330 Fax: 714.632_7763
By: BOB Project: REGENCY LIGHTING Project #: 0-022114-5
Configuration & Summary: TYPE 1A SELECTIVE RACK
44"
—t-
216"
44"
4
58"
60"
24"
74"
216" -IF
52"
f
52"
42" 4 +— 42" 4
**RACK COLUMN REACTIONS
ASD LOADS
AXIAL DL= 2001b
AXIAL LL= 2,000lb
SEISMICAXIAL Ps=+/- 2,141 lb
BASE MOMENT= 8,000 in -lb
Seismic Criteria
# Bm Lvls
Frame Depth
Frame Height
# Diagonals
Beam Length
Frame Type
Ss=1.494, Fa=1
4
42 in
216.0 in
4
60 in
Single Row
Component
Description
STRESS
Column
Fy=55 ksi
INTLK LU72/3x3x14ga
P=2200 Ib, M=7907 in-Ib
0.31-0K
Column & Backer
None
None
None
N/A
Beam
Fy=55 ksi
Intik 485/4.04"deepx2.75"x0.07"
Lu=60 in
Capacity: 8485 Ib/pr
0.12-0K
Beam Connector
Fy=55 ksi
Lvi 1: 2 pin OK I Mconn=4856 in-Ib
Mcap=9726 in-Ib
0.5-0K
Brace -Horizontal
Fy=55 ksi
Intik 1-1/2x1-1/2x14ga
0.09-OK
Brace -Diagonal
Fy=55 ksi
Intik 1-1/2x1-1/2x14ga
0.17-OK
Base Plate
Fy=36 ksi
8x5x3/8 I Fixity= 7906 in-Ib
0.53-OK
Anchor
2 per Base
0.5" x 3.25" Embed POWERS SD2 ESR 2502 Inspection Reqd (Net Seismic Uplift=1432 Ib)
0.567-OK
Slab & Soil
5" thk x 2500 psi slab on grade. 1000 psf Soil Bearing Pressure
0.28-0K
Level
Load**
Per Level
Beam Spcg
Brace
Story Force
Transv
Story Force
Longit.
Column
Axial
Column
Moment
Conn.
Moment
Beam
Connector
1 1,000 Ib 58.0 in 52.0 in 90 Ib 67 Ib 2,200 Ib 7,907 "# 4,856 "# 2 pin OK
3 1,000 Ib
4 1,000 Ib
44.0 in
44.0 in
44.0 in
52.0 in
74.0 in
24.0 in
158 Ib
226 Ib
294 Ib
118 Ib
169 Ib
220 Ib
1,650 Ib
1,100 Ib
550 Ib
5,586 "# 3,589 "#
4,286 "# 2,482 "#
2,423 "# 982 "#
2 pin OK
2 pin OK
2 pin OK
** Load defined as product weight per pair of beams
Total:
767 Ib
575 Ib
TYPE I A SELECT-REGENCY.xl5
Page / Yof l j
2/26/2O 14
$tituraI
oncepts
Engineering
1200 N. Jefferson Ste. Ste_F Anaheim. CA 92807 Tel: 714.632.7330 Fax: 714.632.7763
By: BOB Project: REGENCY LIGHTING Project #: 0-022114-5
Configuration & Summary: TYPE 2 SELECTIVE RACK
216"
34"
34"
34"
34"
34"
96
216"
24"
74"
52"
52"
-I" 42" 1" 42"
**RACK COLUMN REAC770NS
ASD LOADS
AXL4L DL= 250 /b
AXIAL LL= 4,000lb
SEISMIC AXIAL Ps=+/- 3,6151b
BASE MOMENT= 8,000 in -lb
Seismic Criteria
# Bm Lvls
Frame Depth
Frame Height
# Diagonals
Beam Length
Frame Type
Ss=1.494, Fa=1
5
42 in
216.0 in
4
96 in
Single Row
Component
Description
STRESS
Column
Fy=55 ksi
INTLK LU72/3x3x14ga
P=4250 Ib, M=8957 in-Ib
0.42-0K
Column & Backer
None
None
None
N/A
Beam
Fy=55 ksi
Intik 282/3.04"deepx2"x0.07"
Lu=96 in
Capacity: 2496 ib/pr
0.64-OK
Beam Connector
Fy=55 ksi
LvI 1: 2 pin OK 1 Mconn=7295 in-Ib
Mcap=9726 in-Ib
0.75-OK
Brace -Horizontal
Fy=55 ksi
_
Intlk 1-1/2x1-1/2x14ga
0.17-OK
Brace -Diagonal
Fy=55 ksi
Intik 1-1/2x1-1/2x14ga
0.32-0K
Base Plate
Fy=36 ksi
8x5x3/8 I Fixity= 8000 in-Ib
0.77-0K
Anchor
2 per Base
0.5" x 3.25" Embed POWERS SD2 ESR 2502 Inspection Reqd (Net Seismic Uplift=2266 Ib)
0.917-OK
Slab & Soil
5" thk x 2500 psi slab on grade. 1000 psf Soil Bearing Pressure
0.51-OK
Level
Load**
Per Level
Beam Spcg
Brace
Story Force
Transv
Story Force
Longit.
Column
Axial
Column
Moment
Conn.
Moment
Beam
Connector
1 1,600 Ib 34.0 in 52.0 in 97 Ib 73 Ib 4,250 Ib 8,957 "# 7,295 "# 2 pin OK
3 1,600 Ib
4 1,600 Ib
5 1,600 Ib
34.0 in
34.0 in
34.0 in
34.0 in
52.0 in
74.0 in
24.0 in
195 Ib
292 Ib
389 Ib
486 Ib
146 Ib
219 Ib
292 Ib
365 Ib
3,400 lb
2,550 Ib
1,700 Ib
850 Ib
8,679 "#
7,439 "#
5,579 "#
3,100 "#
6,764 "#
5,679 "#
4,160 "#
2,207 "#
2 pin OK
2 pin OK
2 pin OK
2 pin OK
** Load defined as product weight per pair of beams
Total:
1,459 Ib 1,094 Ib
TYPE 2 SELECT-REGENCY.xIs
Pagel) of /1
2/26/20 14
PERMIT COORD COPY
PLAN REVIEW/ROUTING SLIP
PERMIT NUMBER: D14-0089
PROJECT NAME: REGENCY LIGHTING
DATE: 03/20/2014
SITE ADDRESS: 4477 S 134 PL
X Original Plan Submittal Revision # before Permit Issued
Response to Correction Letter # Revision # after Permit Issued
DEPARTMENTS:
4Td4ion
Public Works
Fire Prevention
Structural
A1M 6 04' 02-
■
Planning Division
Permit Coordinator
PRELIMINARY REVIEW:
Not Applicable ❑
(no approval/review required)
DATE: 03/25/14
Structural Review Required
REVIEWER'S INITIALS: DATE:
a
APPROVALS OR CORRECTIONS:
Approved
Corrections Required
(corrections entered in Reviews)
Approved with Conditions
Denied
(ie: Zoning Issues)
DUE DATE: 04/22/14
Notation:
REVIEWER'S INITIALS: DATE:
Permit Center Use Only
CORRECTION LETTER MAILED:
Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials:
12/18/2013
PACIFIC CONSTRUCTION MLTN INC
Page 1 of 6
0 Washington State Department of
Labor & Industries
PACIFIC CONSTRUCTION MLTN INC
Owner or tradesperson
SLOBODEN, JACK RANDALL
Principals
SLOBODEN, JACK RANDALL
Doing business as
PACIFIC CONSTRUCTION MLTN INC
WA UBI No.
601 957 855
PO BOX 1139
MILTON, WA98354
206-870-1776
PIERCE County
Business type
Corporation
Governing persons
JACK R SLOBODEN
License
Verify the contractor's active registration / license / certification (depending on trade) and any past violations.
Construction Contractor Active.
Meets current requirements.
License specialties
GENERAL
License no.
PACIFCM012RH
Effective — expiration
01/10/2000 —11 /17/2015
Bond
CBIC
Bond account no.
SC4887
$12,000.00
Received by L&I Effective date
11/16/2001 11/09/2001
Insurance
Catlin Specialty Insurance Co $500,000.00
Policy no.
GLS-93049-1114
Received by L&I Effective date
11/14/2013 11/15/2013
Expiration date
11/15/2014
Savings
No savings accounts during the previous 6 year period.
https://secure.lni.wa.gov/verify/Detail.aspx?UBI=601957855&LIC=PACIFCM012RH&SAW= 04/08/2014
THIS PERMIT
/////NOT PART OF
Lc„,„
NOT PART OF
THIS PERMIT
SITE
FILE COPY
Permit No. l
14
Plan review approval is subject to errors and omissions.
Approval of construction documents does not authorize
the violation of any aged code or ordnance. Receipt
of approve eondidbnsbadtnowledged:
City Ofkvalla
BUILDING DIVISION
ROLL UP DOORS
OFFICE ARE
SCOPE OF
WORK
ACCESS DOOR
e 1 e
NOT PART OF
THIS PERMIT
MACADAM RD S
t41
4
ueoll
VICINITY MAP
REQUIRED FOR:
Mechanical
Electrical
Plumbing
Gas Piping
City of Tukwila
BUILDING DIVISION
e
FIRE DEPARTMENT HIGH PILE STORAGE NOTES:
SCOPE OF WORK:
THIS PLAN IS INTENDED FOR CONSTRUCTION IT IS A HIGH PILED STORAGE DESIGN
AND REPORT IN CONJUCTION WITH BUILDING STRUCTURAL PLANS. IT'S PURPOSE IT TO
ESTABLISH THE STORAGE REQUIREMENTS FOR THE TENANT AND BUILDING WHICH
COMPLIES WITH THE APPLICABLE 2013 INTERNATIONAL FIRE CODE, NFPA 13 2013,
EDITION AND 2013 INTERNATION BUILDING CODE REQUIREMENTS. ANY AND ALL
MODIFICATIONS TO THE BUILDING ARE THE SOLE RESPONSIBILITY OF THE OWNER/TENANT.
THE OWNER/TENANT SHALL OBTAIN A LICENSED CONTRACTOR TO PERFORM SUCH WORK.
ALONG WITH THE NECESSARY PERMIT FOR SUCH WORK.
PROPOSED HIGH PILE STORAGE COMMODITIES:
CLASS II COMMODITIES: PER IFC 3203.3
ALL COMMODITIES LISTED BELOW ARE CARTONED AND STORED ON WOOD PALLETS
- INCANDESCENT OR FLORESCENT LIGHT BULBS IN CARTONS
COMMODITY: INCANDESCENT OR FLORESCENT LIGHT BULBS IN CARTONS
ALL COMMODITIES IN PARTITIONED CARDBOARD BOXES, PLACED ON
WOOD PALLETS, SHRINK WRAPPED FOUR SIDES (NON -ENCAPSULATED)
PLACED ON RACKS TO A HEIGHT OF 20'-0" TOP OF STORAGE
CORRUGATED BOXES TO CONTAIN LESS THAN 5% OF EXPANDED
GROUP A PLASTICS BY VOLU ME AND CORRUGATED BOXES TO CONTAIN
LESS THAN 5% UNEXPANDED GROUP A PLASTIC BY WEIGHT.
FIRE SPRINKLER DESIGN:
T E CALCULATED SYSTEM HAS A MIN. DENSITY OF .34 GPM OVER THE REMOTE
2,700 SQ. FT. WITH SPRINKLER EADS W TH A TEMPERATURE RATING OF 286°F.
HIG- TEMPERATURE SPRINKLER EADS WITH A 8.OK FACTOR
DESIGN CRITERIA FOR RACK STORAGE:
NFPA 13 (2010) REFERENCES TO TABLE 16.2.1.3.2(B) CURVE-E CLASS 11
COMMODITIES FOR STORAGE UP TO 20'-0" . THIS DESIGN REQUIRES A CEILING
SPRINKLER DENSITY OF .295 GPM/3,000 SQ. FT. WIT 286°F EADS WITH MI\IMUv
AISLES OF 8' 0"
THIS SPRI\ KLER SYSTEV ALLOWS FOR STORAGE UP TO 20'-0" FEET OR WITHIN 18"
OF SPRINKLER HEADS, WHICHEVER IS LESS FOR THE FOLLOWING CON IVODITIES:
-CLASS III COMMODITIES
-CONVENTIONAL PALLETS
-CARTONED OR EXPOSED
WAREHOUSE INFORMATION:
OCCUPANCY TYPE: B (OFFICE), S-1 (WAREHOUSE / STORAGE)
CONSTRUCTION TYPE: TYPE 111-B
FIRE SPRINKLERS: FULLY SPRINKLED
BUILDING CLEAR HEIGHT: 30'-0" FROM SLAB TO ROOF SHEATHING
FIRE EXTINGUISHERS:
PORTABLE FIRE EXTINGUISHERS SHALL BE PROVIDED IN ACCORDANCE WITH
2013 CFC SECTION 906 AND TUKWILA FIRE DEPARTMENT STANDARDS FOR
EXTRA HAZARD
STORAGE INFORMATION + MAXIMUM STORAGE HEIGHT:
STORAGE METHOD: RACK STORAGE
NUMBER OF TIERS:
VAX' MUM STORAGE HEIGHT:
-DEPTH OF RACKS:
-LONGITUDINAL FLUE SPACE:
-AISLE WIDTHS BETWEEN RACKS:
-WIDTH OF INDIVIDUAL BAYS:
-SHELF TYPE:
-WAREHOUSE AREA:
-WAREHOUSE HIGH -PILE AREA:
4 & 5 BEAM LEVELS
20'-0" I- I . RACK STORAGE
3'-6" FEET
12 INCHES
9' FT - 2" INCHES MINIMU vl
96" WIDE BAYS
BEAM LOADED OR WIRE MESH DECKS
4,515 SQ. FT, OF WAREHOUSE AREA
4,278 SQ. FT. OF IGH-PILE STORAGE
SMOKE VENT INFORMATION + CALCULATION:
PER TABLE 3206.2 OF IFC (2,501 - 12,000 SQ. FT)
ALL SMOKE AND HEAT VENTS ARE NOT REQUIRED FOR HIGH PILE STORAGE
WHEN HIGH PILE STORAGE AREA DOES NOT EXCEED 12,000 SQUARE FEET
IN STORAGE AREA. STORAGE AREA WAS CALCULATED USING 15'-O" BEYOND
THE STORAGE RACKS.
COLUMN FIRE SPRINKLER PROTECTION:
PER 2013 IFC 3208.4 REFERS T0:
NFPA 13 TABLE (2010) TABLE 16.1.4.1
REQUIRED: BASED ON EXISTING OVERHEARD CEILING SPRINKLERS HAVING
A DENSITY LESS THAN ..37 GPM (CLASS II COMMODITY)
EXISTING SPRINKLER DENSITY: .34/3,000
EXISTING FIRE HYDRANTS:
ACCESSIBLE HYDRANT(S) SHALL BE PROVIDED AND LOCATED WITHIN 150
FEET OF ALL PORTIONS OF EXTERIOR WALL ON THE FIRST FLOOR AS
MEASURED IN AN APPROVED ROUTE AROUND THE BUILDING IN CONFORMANCE
WITH CITY STANDARDS.
ALL DRIVATE FIRE HYDRANT CAPS MUST BE PAINTED IN ACCORDANCE WITH
TUKWILA FIRE DEPARTMENT STANDARDS
IDLE PALLET STORAGE:
THERE WILL BE NO DLE PALLET STORAGE IN THIS WARE
OUSE AT T
IS TN
REVISIONS
No changes shall be made to the scope
of work without prior approval of
Tukwila Building Division.
NOTE: Revisions will require a new plan submittal
and may include additional plan review fees.
E
BUILDING ACCESS:
PER TABLE 3206.2 OF IFC (2,501 - 12,000 SQ. I- I )
BUILDING ACCESS IS NOT REQUIRED (SEE PLAN FOR ACCESS ROAD AND DOORS)
CURTAIN BOARD INFORMATION:
PER TABLE 3206.2 OF IFC (2,501 - 12,000 SQ. I- I )
DRAFT CURTAINS ARE NOT REQUIRED
REQUIRED FLUE SPACES:
IFC TABLE 3208.3
LONGITUDINAL: MINIMUM 6 INCHES
TRANSVERSE: MINIMUM 3 INCHES, VERTICALLY ALIGNED
FIRE DETECTION SYSTEM:
PER TABLE 3206.2 OF IFC (2,501 - 12,000 SQ. I- I )
A FIRE DETECTION SYSTEM IS NOT REQUIRED
NOTE:
FIRE DEDARTMENT FINAL INSPECTION REQUIRED. SCHEDULE ALL IN
MINIMUM 48 HOURS IN ADVANCE BY CALLING (206) 575-4404
NOTE:
FIRE APPARATUS ACCESS ROADS S-ALL BE UNOBSTRUCTED, ACCESS GATES
S ALL BE APPROVED PRIOR TO INSTALLATION AND SHALL BE IN COMPLIANCE
WITH IFC 504 AND TUKWILA FIRE DEPARTMENT STANDARDS
NOTE:
AUTOMATIC FIRE SPRINKLER SYSTEMS AND ALL CONTROL VALVES SHALL BE
vONITORED BYA U.L. LISTED CENTRAL ALARM STATION OR BE SUPERVISED PER
2013 IFC CHAPERT 9. A SEPARATE PLAN SUBMITTAL IS REQUIRED FOR THE
INSTALLATION OF THE MONITORING SYSTEM.
NOTE:
EXIT DOORS SHALL BE OPENABLE FROM THE INSIDE WITH OUT THE USE OF A KEY
OR ANY SPECIAL KNOWLEDGE OR EFFORT. DOORS SHALL NOT BE PROVIDED WITH
THUMB -TURN LOCKS OR DEADBOLTS THAT DO NOT UNLATCH IN TANDEM WITH THE
NORMAL OPERATING LEVEL. THE OPENING FORCE FOR INTERIOR DOORS WITHOUT
CLOSER SHALL NOT EXCEED 5 POUNDS THE UNLATCHING AND OPENING FORCE
FOR OTHER DOORS SHALL NOT ;EXCEED 15 POUNDS I.B.C. 1008.
APR 0 4 2014
City o
BULLDIN
✓✓1/J
kwila
IVISION
NOT REQUIRED
REVIEWED FOR
CODE COMPLIANCE
APPROVED
IMO
SPECTIONS A
NOTE:
ALL EXTERIOR ACCESS DOORS SHALL BE 6'-8" X 3'—O" MAN DOORS WIT
ONE MOTION HARDWARE ACG.ESSIBLE FROM INSIDE AND OUTSIDE. ALL ACCESS
DOORS TO HAVE EXTERIOR LEVER HARDWARE AND ABLE TO OPEN FROM OUTSIDE.
NOTE:
A CFC PERMIT IS REQUIRED FOR HIGH PILE STORAGE. T-IS PERMIT WILL BE
ISSUED BY AN TUKWILA FIRE DEPARTMENT FIRS INSPECTOR.
NOTE:
5 YEAR SPRINKLER CERTIFICATION S REQUIRED TO BE CURRENT
NOTE:
PROPERTY EQUIPPED WITH FIRE DEPARTMEN
NOTE:
IF ANY OSE RAC
CEILING
T CONNECTIONS
KS EXIST, THEY MUST BE REMOVED AND CAPPED OFF AT T
NOTE:
STORAGE, DISPENSING OR USE OF ANY FLA
FLAMMABLE AND COMPRESSED GASES, A\D
COMPLY WITH IFC REGULATIONS,
E
MMABLE AND COMBUSTIBLE LIQUIDS,
OT ER HAZARDOUS MATERIALS SHALL
NOTE:
KNOX BOXES SHALL BE PROVIDED IN ACCORDANCE WIT TUKWILA FIRE DEPARTMENT
STANDARDS, LOCATIONS SHALL BE PROVIDED BY PROPERTY OWNER
KNOX BOX LOCATION LOCATED IN FRONT ENTRANCE OF OFFICE
NOTE:
THERE WILL NOT BE ANY FIRE SPRINKLER ALTERATIONS TO THE EXISTING
SPRI\KLER SYSTEM AT THIS TIVE, IF ANY ALTERNATIONS ARE TO BE PEREQ,FI,iEIVED
A SEPARATE PERMIT WILL NEEDED TO PERFORM SUC WORK CI YOFTUKWIL
A
NOTE:
MAR 2 0 2014
THIS REVIEW DID NOT INCLUDE ANALYSIS OF ANY FLAMMABLE LIQUIDS OPERANT CENTER
HAZARDOUS MATERIALS TO BE PRESENT. IF T ERE ARE TO BE ANY HAZARDOUS
MATERIALS PRESENT IN EXCESS OF EXEMPT AMOUNTS, THE APPLICANT MUST PROVIDE
A LETTER IDENTIFYING THE vATERIALS TO BE STORED AND/OR USED AND RETURN
IT TO THE FIRE DEPARTMENT FOR REVIEW AND APPROVAL DRIOR TO INTRODUCTION OF
SUCH MATERIALS INTO T E BUILDING.
CODE REFERENCES:
2013 INTERNATIONAL FIRE CODE
2013 INTERNATIONAL BUILDING CODE
NFPA 13 2013 EDITION The RE t :
TUKWILA FIRE DEPARTMENT STAN 3 S .E.
storage rant_ ..,<i..i:x'-,.Eent5;
other components are.
scone ,:f `dii ' e tific ;K, :.
CS L or0 idcd
{
C7
otvAL
EXPIRES 1 2§1
REVISIONS
w
zCL
=cD
r
= CO CO
C')
J �
O
w
,r;:,
iL damD
' I--
0
0
r
z
H
00
0
IZE
D
N
w
0
N
oo
•
0
ro
oo
0
co
N
w
0
W
Q
0
APPROVALS
PROJECT#
PWPOO75
SCALE
1"=30t-0"
SHEET 1 OF 2
20'
20'
20'
L)ACCE. SS DOOR
FIRE DEPARTMENT HIGH PILE STORAGE NOTES:
SCOPE OF WORK:
THIS PLAN IS INTENDED FOR CONSTRUCTION IT IS A HIGH PILED STORAGE DESIGN
AND REPORT IN CONJUCTION WITH BUILDING STRUCTURAL PLANS. IT'S PURPOSE IT TO
ESTABLISH THE STORAGE REQUIREMENTS FOR THE TENANT AND BUILDING WHICH
COMPLIES WITH THE APPLICABLE 2013 INTERNATIONAL FIRE CODE, NFPA 13 2013,
EDITION AND 2013 INTERNATION BUILDING CODE REQUIREMENTS. ANY AND ALL
MODIFICATIONS TO THE BUILDING ARE THE SOLE RESPONSIBILITY OF THE OWNER/TENANT.
THE OWNER/TENANT SHALL OBTAIN A LICENSED CONTRACTOR TO PERFORM SUCH WORK.
ALONG WITH THE NECESSARY PERMIT FOR SUCH WORK.
PROPOSED HIGH PILE STORAGE COMMODITIES:
CLASS II COMMODITIES: PER IFC 3203.3
ALL COMMODITIES LISTED BELOW ARE CARTONED AND STORED ON WOOD PALLETS
- INCANDESCENT OR FLORESCENT LG-T BULBS N CARTONS
COMMODITY: INCANDESCENT OR FLORESCENT LIGHT BULBS IN CARTONS
ALL COMMODITIES IN PARTITIONED CARDBOARD BOXES, PLACED ON
WOOD PALLETS, SHRINK WRAPPED FOUR SIDES (NON -ENCAPSULATED)
PLACED ON RACKS TO A HEIGHT OF 20'-0" TOP OF STORAGE
CORRUGATED BOXES TO CONTAIN LESS THAN 5% OF EXPANDED
GROUP A PLASTICS BY VOLUME AND CORRUGATED BOXES TO CONTAIN
LESS THAN 5% UNEXPANDED GROUP A PLASTIC BY WEIGHT.
FIRE SPRINKLER DESIGN:
THE CALCULATED SYSTEM HAS A MIN. DENSITY OF .34 GPM OVER THE REMOTE
2,700 SQ. FT. WITH SPR NKLER HEADS WITH A TEMPERATURE RATING OF 286°F.
HIGH TEMPERATURE SPRINKLER READS WITH A 8.0K FACTOR
DESIGN CRITER A FOR RACK STORAGE:
NEPA 13 (2010) REFERENCES TO TABLE 1 6.2.1 ,3.2(B) CURVE-E CLASS II
COMMODITIES FOR STORAGE UP TO 20'-0" . THIS DES GN REQUIRES A CEILING
SPRINKLER DENSITY OF .295 GPM/3,000 SQ. FT. WITH 286°F HEADS WITH MINIMUM
AISLES OF 8'-0"
THIS SPRINKLER SYSTEM ALLOWS r-OR STORAGE UP TO 20'-0" FEET OR WITHIN 18"
OF SPRINKLER HEADS, WHICHEVER IS LESS FOR THE FOLLOWING COMMODITIES:
-CLASS III COMMODITIES
-CONVENTIONAL PALLETS
-CARTONED OR EXPOSED
WAREHOUSE INFORMATION:
OCCUPANCY TYPE: B (OFFICE), S-1 (WAREHOUSE / STORAGE)
CONSTRUCTION.. TYPE: TYPE.
FIRE SPRINKLERS: FULLY SPRINKLED
BUILDING CLEAR HEIGHT: 30'-0" FROM SLAB TO ROOF SHEATHING
FIRE EXTINGUISHERS:
PORTABLE FIRE EXTINGUISHERS SHALL BE PROVIDED IN ACCORDANCE WITH
2013 CFC SECTION 906 AND TUKWILA FIRE DEPARTMENT STANDARDS FOR
EXTRA HAZARD
STORAGE INFORMATION ± MAXIMUM STORAGE HEIGHT:
STORAGE METHOD:
NUMBER OF TIERS:
-MAXIMU V STORAGE HEIGHT:
-DEPTH OF RACKS:
-LONGITUDINAL FLUE SPACE:
-AISLE WIDTHS BETWEEN RACKS:
-WIDTH OF INDIVIDUAL BAYS:
-SHELF TYPE:
-WAREHOUSE AREA:
-WAREHOUSE HIGH -PILE AREA:
RACK STORAGE
4 8c 5 BEAM LEVELS
20'-0" FT. RACK STORAGE
3'-6" FEET
12 INCHES
9' ET - 2" INCHES MINIMUM
96" WIDE BAYS
BEAM LOADED OR WIRE MESH DECKS
4,515 SQ. FT: OF WAREHOUSE AREA
4,278 SQ. FT. OF HIGH -PILE STORAGE
SMOKE VENT INFORMATION + CALCULATION:
PER TABLE 3206.2 OF IFC (2,501 - 12,000 SQ. FT)
ALL SMOKE AND HEAT VENTS ARE NOT REQUIRED FOR HIGH PILE STORAGE
WHEN HIGH PILE STORAGE AREA DOES NOT EXCEED 12,000 SQUARE FEET
IN STORAGE AREA. STORAGE AREA WAS CALCULATED USING 15'-0" BEYOND
THE STORAGE RACKS.
COLUMN FIRE SPRINKLER PROTECTION:
PER 2013 IFC 3208.4 REFERS TO:
NFPA 13 TABLE (2010) TABLE 1 6.1 .4,1
REQUIRED: BASED ON EXISTING OVERHEARD CEILING SPRINKLERS HAVING
A DENSITY LESS THAN :.37 GPM (CLASS II COMMODITY)
EXISTING SPRINKLER DENSITY: .34/3,000
EXISTING FIRE HYDRANTS:
ACCESSIBLE HYDRANT(S) SHALL BE PROVIDED AND LOCATED WITHIN 150
FEET OF ALL PORTIONS OF EXTERIOR WALL ON THE FIRST FLOOR AS
MEASURED IN AN APPROVED ROUTE AROUND THE BUILDING IN CONFORMANCE
WITH CITY STANDARDS.
ALL PRIVATE FIRE HYDRANT CAPS vUST BE PAINTED IN ACCORDANCE WITH
TUKWILA FIRE DEPARTMENT STANDARDS
IDLE PALLET STORAGE:
THERE WILL BE NO IDLE PALLET STORAGE IN THIS WAREHOUSE AT T- S TIME
BUILDING ACCESS:
PER TABLE 3206.2 OF IFC (2,501 - 12,000 SQ. FT)
BUILDING ACCESS IS NOT ,REQUIRED (SEE PLAN FOR ACCESS ROAD AND DOORS)
2 1 6 99
TOP OH
PR
Q
Pr' -
4497
cn
•�
-
REVIEWED FOR
E COMPLIANCE
APPROVED
APR 0 4 21114
CURTAIN BOARD INFORMATION:
PER TABLE 3206.2 OF IFC (2,501 - 12,000 SQ, FT)
DRAFT CURTAINS ARE NOT REQUIRED
REQUIRED FLUE SPACES:
IFC TABLE 3208.3
LONGITUDINAL: MINIMUM 6 INCHES
TRANSVERSE: MINIMUM 3 INCHES, VERTICALLY ALIGNED NOT REQUIRED
FIRE DETECTION SYSTEM:
PER TABLE 3206.2 OF IFC (2,501 - 12,000 SQ. FT)
A FIRE DETECTION SYSTEV1 IS NOT REQUIRED
NOTE:
FIRE DEPARTMENT FINAL INSPECT ON REQUIRED. SCHEDULE ALL INSPECT
MINIMUM 48 HOURS IN ADVANCE BY CALLING (206) 575-4404
NOTE:
City of Tuk w%Ia
%LCING DIVISION
ONS A
FIRE APPARATUS ACCESS ROADS SHALL BE UNOBSTRUCTED. ACCESS GATES
SHALL BE APPROVED PRIOR TO INSTALLATION AND SHALL BE IN COMPLIANCE
WITH IFC 504 AND TUKWILA FIRE DEPARTMENT STANDARDS
NOTE:
AUTOMATIC FIRE SPRINKLER SYSTEMS AND ALL CONTROL VALVES SHALL BE
MONITORED BYA U.L. LISTED CENTRAL ALARM STATION OR BE SUPERVISED PER
2013 IFC CHAPERT 9. A SEPARATE PLAN SUBMITTAL IS REQUIRED FOR THE
INSTALLATION OF THE MONITORING SYSTEM.
NOTE:
EXIT DOORS SHALL BE OPENABLE FROM THE INSIDE WITH OUT THE USE OF A KEY
OR ANY SPECIAL KNOWLEDGE OR EFFORT, DOORS SHALL NOT BE PROVIDED WITH
THUMB -TURN LOOKS OR DEADBOLTS THAT DO NOT UNLATCH IN TANDEM WITH THE
NORMAL OPERATING LEVEL. THE OPENING FORCE FOR INTERIOR DOORS WITHOUT
CLOSER SHALL NOT EXCEED 5 POUNDS THE UNLATCHING AND OPENING FORCE
FOR OTHER DOORS SHALL NOT EXCEED 15 POUNDS I.B.C. 1008.
NOTE:
ALL T'- L E,�. EXTERIOR_
ACCESS DOORS SHALL BE 6 8 X 3' 0 VAN DOORS WITH
ONE MOTION HARDWARE ACCESSIBLE FROM INS DE AND OUTSIDE. ALL ACCESS
DOORS TO HAVE EXTER OR LEVER ARDWARE AND ABLE TO OPEN FROM OUTSIDE.
NOTE:
A CFC PERMIT IS REQUIRED FOR HIGH PILE STORAGE. THIS PERMIT WILL BE
ISSUED BY AN TUKWILA FIRE DEPARTMENT F RE INSPECTOR.
2-
6"
—OP O
JPR G
T
a N- ;--.
44"
L 4 99
58"
0
0
0
^0
I
-1277
96" —4 i42"if42".
SELECTIVE RACK TYPE 1
46"
99
34
97
97
0
0
V J
II
0
0
0
12"
96" ----Jr' �42„
SELECTIVE RACK TYPE 2
47"
NOTE: 1)1+ 008?
5 YEAR SPRINKLER CERTIFICATION IS REQU RED TO BE CURRENT
NOTE;
PROPERTY EQUIPPED WITH FIRE DEPARTMENT CON
NOTE
IF ANY HOSE RACKS EXIST, THEY
CEILING
NOTE
N ECTIONS
VIUST BE REMOVED AND CAPPED OFF AT THE
STORAGE, DISPENSING OR USE OF ANY FLAMMABLE AND COMBUSTIBLE L QUIDS,
FLAMMABLE AND COVPRESSED GASES, AND OTHER HAZARDOUS MATERIALS SHALL
COMPLY WITH IFC REGULATIONS.
NOTE:
KNOX BOXES S-ALL BE PROVIDED IN ACCORDANCE WIT TUKWILA FIRE DEPARTS
STANDARDS, LOCATIONS S-ALL BE PROVIDED BY PROPERTY OWNER
KNOX BOX LOCATION LOCATED IN FRONT ENTRANCE OF OFFICE
NOTE:
ENT
z
rn
w
0
0
0
04)
0
0
w
1
0
0
0 0 00
0
rj
Eu),
r
0
1-
U
a
T-ERE WILL NOT BE ANY FIRE SPRINKLER ALTERAT ONS TO T-E EXISTING RECEIVED
SPRINKLER SYSTEM AT THIS T1VE, F ANY ALTERNATIONS ARE TO BE PER FOCIT'EOFTUKWILA
A SEPARATE PERMIT W LL NEEDED TO PERFORM SUCH WORK
NOT.:._:
PERMIT CENTER
TH S REVIEW DID NOT INCLUDE ANALYSIS OF ANY 'FLAMMABLE LIQUIDS OR
HAZARDOUS MATERIALS TO BE PRESENT. IF T-ERE ARE TO BE ANY HAZARDOUS
MATERIALS PRESENT IN EXCESS OF EXEMPT AMOUNTS, • THE APPLICANT MUST PROVIDE
A LETTER IDENTIFYING THE VAT ERIALS TO BE STORED AND/OR USED AND RETURN
IT TO THE FIRE DEPARTMENT FOR REVIEW AND APPROVAL PRIOR TO INITRODUCTION OF
SUC MATERIALS INTO THE BUILD Na
CODE REFERENCES:
2013 INTERNATIONAL FIRE CODEherein
2013 INTERNATIONAL BUILD NG CQ,Q,
NFPA 13 2010 EDITION_ a° }
TUKWILA FIRE DEPARTMENT STANDARDS _.
St
The P, or
.fl k,
JO-
}
MAR 2 0 2014
cf]
H
N
CO
Cs
<1 N.
0
I
co
z
0
0
v)
w
0
DISCLOSED TO
0
LJ-
0
0
r
w
a_
0
cc
u)
0
1-
w
0
0
0
0
CC
0
V)
CL
0
0
w
0
a
a_
w
0
w
0
0
0
0
CC
0
0
1-
Q
0
et-
0
APPROVALS
w
0
W
0
w
>
0
SIZE .
D
PROJECT#�/
P !' � P00 //�//5 J��+p/y
CALE
"=10'-0"
SHEET 2 OF 2
41in
' 311
"
COLUMN
5"
NOTES:
USE @ ALL INTERLAKE COLUMN/BASE
LOCATIONS TYP.
3/8"-
TYP.
1/2"
1 1/2"
DESCRIPTION
BASE PLATE: 8" x 5"
DESCRIPTION
COLUMN: INTLK LU72
DESCRIPTION
BRACING: HORIZ. & DIAG.
MATERIAL
3/8" THICK PLATE
MATERIAL
14 GAGE THICK STEEL
MATERIAL
14 GAGE STEEL
STEEL YIELD
ASTM A36, Fy=36,000 PSI
1 5/8"
STEEL YIELD
ASTM A570, Fy=55,000 PSI
1/8"/
"
"
<TYP.
fL
3"
TYP. > 1 /8„ /
DESCRIPTION
2-PIN CONNECTOR
MATERIAL
7 GAGE
STEEL YIELD
ASTM A570, Fy=55,000 PSI.
NOTES:
USE @ ALL INTERLAKE BEAM TO
COLUMN CONNECTION LOCATIONS TYP.
STEEL YIELD
ASTM A570, Fy=55,000 PSI
216"
NOTES:
USE @ ALL INTERLAKE BRACE
LOCATIONS TYP.
TYPE 1 SELECTIVE RACK
6"
44"
44"
44"
58"
FRONT VIEW
TYPE 1A SELECTIVE RACK
216"
44"
44"
58"
FRONT VIEW
HORIZ.
BRACE
DIAG.
BRACE
GENERAL CONFIGURATION
ROW
SPACER
OLUMN
EAM
CONNECTOR
BASE
PLATE
NOT A DEPICTION OF THIS PROJECT
TYPE 2 SELECTIVE RACK (DR)
216"
34"
34"
34"
34"
34"
FRONT VIEW
14-42n
fl2
T
n
24"
74"
ft
SIDE VIEW
n
STORAGE RACK ELEVATIONS
DESCRIPTION
1" / 1" /
//
3.04" BEAM (INTLK 282)
3/4"
3 1 /32"
1 3/4"
1./////////
/
/
/
/
/
/
/
/
/
/
///
/ .r / / / / /
1 5/8"
4 1/32"
BASE PLATE
F.F.
3 1/4"
MIN. EMBED.
L.
MATERIAL
14 GAGE
STEEL YIELD
ASTM A570, Fy=55,000 PSI
NOTES:
USE @ TYPE 1 & 2 INTERLAKE BEAM
LOCATIONS TYP.
DESCRIPTION
MATERIAL
STEEL YIELD
4.04" BEAM (INTLK 485)
14 GAGE
ASTM A570, Fy=55,000 PSI
NOTES:
USE @ TYPE 1A INTERLAKE BEAM
LOCATIONS TYP.
DESCRIPTION
POWERS SD2
MATERIAL
ESR#
1/2" X 3-1/4" MIN. EMIBED.
2502
NOTES:
SEE NOTE #4 ABOVE FOR ANCHOR
SPECS
GENERAL PROJECT NOTES
1. DESIGNED PER THE REQUIREMENTS OF THE 2012 IBC, 2008 RMI RACK DESIGN MANUAL
2. SEISMIC CRITERIA Ss = 1.494, S1 = 0.560, Fa = 1.000, Fv = 1.500
Ip = 1.0 (NO PUBLIC ACCESS), SdS = 0.996, Sd1 = 0.560,
OCC CATAG. II, SITE CLASS D, SEISMIC DESIGN CATAG. D
3. STORAGE CAPACITY:
TYPE 1: 1500# PER LEVEL TYP.
TYPE 1 A: 1000# PER LEVEL TYP.
TYPE 2: 1600# PER LEVEL TYP.
4. ANCHORS : POWERS SD2 ESR #2502
1/2"0 x 3-1/4" MIN. EMBEDT.
AS USED IN CALCULATIONS OR ICC & ENGINEER APPROVED EQUAL.
(2) ANCHOR PER BASE PLATE
5. PERIODIC SPECIAL INSPECTION IS REQUIRED DURING ANCHOR INSTALLATION.
6. EXISTING S.O.G. CONCRETE THICKNESS & COMPRESSIVE
STRENGTH, 5" x 2500 PSI OR BETTER
7. SOIL BEARING PRESSURE 1000 PSF @a GRADE OR BETTER
8. ALL RACK INSTALLATIONS AND RACKS MANUFACTURED IN CONFORMITY
WITH THIS STANDARD SHALL DISPLAY IN ONE OR MORE CONSPICUOUS
LOCATIONS A PERMANENT PLAQUE EACH NOT LESS THAN 50 SQUARE
INCHES IN AREA AND SHOWING THE MAXIMUM PERMISSIBLE UNIT LOAD IN
CLEAR, LEGIBLE PRINT.
9. ALL BOLTS GR. 5 OR BETTER. INSTALL TO SNUG TIGHT FIT WITH ALL PLYS IN FLAT CONTACT
10. ALL WELDING PERFORMED IN THE SHOP OF AN APPROVED FABRICATOR BY AWS
CERTIFIED WELDERS USING E70XX ELECTRODE OR BETTER. FIELD WELDS, IF
ANY, SHALL BE PROVIDED UNDER THE SUPERVISION OF A LICENSED DEPUTY INSPECTOR.
11. THE CLEAR SPACE BELOW SPRINKLERS SHALL BE AMIN. OF 18" BETWEEN
TOP OF THE STORAGE AND THE CEILING SPRINKLER DEFLECTOR.
REVIEWED FOR
CODE COMPLIANCE
APPROVED
APR 04 2014
City of Tukwila
BUILDING DIVISION
R I 12014
bi'+OO�'1
��OLILt,
-RECEIVED
CITY OF TUKWILA
MAR 2 0 2014
O
y
W
Q
G
a
y
f
JOB NO.
0-022114-5
SHEET NO.
SCE IOF1
PERMIT CENTER