HomeMy WebLinkAboutPermit D12-165 - WESTFIELD SOUTHCENTER MALL - AMERICAN EAGLE OUTFITTERS - STORAGE RACKSAMERICAN EAGLE
OUTFIFI1ERS
610 SOUTHCENTER MALL
D12 -165
City olkukwila
•
Department of Community Development
6300 Southcenter Boulevard, Suite #100
Tukwila, Washington 98188
Phone: 2061331 -3670
Inspection Request Line: 206 - 431 -2451
Web site: http://www.TukwilaWA.gov
DEVELOPMENT PERMIT
Parcel No.: 9202470010
Address: 610 SOUTHCENTER MALL TUKW
Suite No:
Project Name: AMERICAN EAGLE OUTFITTERS
Permit Number: D12 -165
Issue Date: 05/23/2012
Permit Expires On: 11/19/2012
Owner:
Name: WESTFIELD PROPERTY TAX DEPT
Address: PO BOX 130940 , CARLSBAD CA 92013
Contact Person:
Name: SCOTT DAVES
Address: 140 SOUTH LAKES AV, SUITE 323 , PASADENA CA 91101
Contractor:
Name: NATIONAL BUILDING CONTRACTORS
Address: 1650 CARROLL AVE , SAINT PAUL MN 55104
Contractor License No: NATIOBC962RG
Lender:
Name:
Address:
Phone: 626- 585 -2931
Phone: 651- 222 -1859
Expiration Date: 12/07/2012
DESCRIPTION OF WORK:
RACKING - 2 SETS OF 7 MOBILE SHELVING
Value of Construction: $0.00 Fees Collected: $243.92
Type of Fire Protection: SPRINKLERS International Building Code Edition: 2009
Type of Construction: II -B Occupancy per IBC: 0019
Electrical Service Provided by: PUGET SOUND ENERGY
* *continued on next page **
doc: IBC -7/10
D12 -165 Printed: 05 -23 -2012
Public Works Activities:
Channelization / Striping: N
Curb Cut / Access / Sidewalk / CSS: N
Fire Loop Hydrant:
Flood Control Zone:
Hauling:
Land Altering:
Landscape Irrigation:
Moving Oversize Load:
Sanitary Side Sewer:
Sewer Main Extension:
Storm Drainage:
Street Use:
Water Main Extension:
Water Meter:
Permit Center Authorized Signature:
I hereby certify that I have read and
governing this work will be cox plie
The granting of this p
construction or the
to this permit.
Signature
N
N
N
• •
Number: 0 Size (Inches): 0
Start Time:
Volumes: Cut 0 c.y.
End Time:
Fill 0 c.y.
Start Time: End Time:
Private:
Profit: N
Private:
Public:
Non - Profit: N
Public:
Date: tcI !/) 12
ned this permit and know the same to be true and correct. All provisions of law and ordinances
whether specified herein or not.
ork.
e to give authority to violate or cancel the provisions of any other state or local laws regulating
I am authorized to sign and obtain this development permit and agree to the conditions attached
Print Name:
Date:$ 3-a_
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.
PERMIT CONDITIONS:
1: ** *BUILDING DEPARTMENT CONDI'T'IONS * **
2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the
Building Official.
3: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to
start of any construction. These documents shall be maintained and made available until final inspection approval is
granted.
4: All construction shall be done in conformance with the approved plans and the requirements of the International
Building Code or International Residential Code, International Mechanical Code, Washington State Energy Code.
5: All rack storage requires a separate permit issued through the City of Tukwila Permit Center. Rack storage over 8 -feet
in height shall be anchored or braced to prevent overturning or displacement during seismic events. The design and
calculations for the anchorage or bracing shall be prepared by a registered professional engineer licensed in the State
of Washington.
6: Manufacturers installation instructions shall be available on the job site at the time of inspection.
doc: IBC -7/10
D12 -165 Printed: 05 -23 -2012
7: All electrical work shall be inspected anlikroved under a separate permit issued by tity of Tukwila Building
Department (206- 431 - 3670).
8: 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.
doc: IBC-7/10
D12 -165 Printed: 05 -23 -2012
CITY OF TUI(.L,A
Community Development Department
Public Works Department
Permit Center
6300 Southcenter Blvd., Suite 100
Tukwila, WA 98188
http://www.TukwilaWA.gov
Building PerilNo. 171/,- — I (/
Project No. 1
Date Application Accepted:
Date Application Expires: � 11--
(For office use only)
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 **
King Co Assessor's Tax No.: 9202470010
Site Address: T ' Southcenter Mall, Tukwila WA 98188 Suite Number: B200 Floor:
American Eagle Outfitters New Tenant: ❑ Yes ® ..No
Tenant Name:
PROPERTY OWNER
Name: Westfield Corporation
Address: 11601 Wilshire Blvd., Suite 1200
City: Los Angeles State: CA Zip: 90025
CONTACT PERSON - person receiving all project
communication
Name: Scott Daves / Permits Today
Address: 140 South Lakes Ave., Suite 323
City: Pasadena State: CA Zip: 91101
Phone: (626) 585 -2931 Fax: (626) 792 -5777
Email: permitstoday @aol.com
GENERAL CONTRACTOR. INFORMATION
Company Name: Kenneth L. Butts Architects
Company Name: r
ltnt�0,1At O0, //�/
Ct
`r.
Address:
Email:
State:
City: 0- nom'
1'
Zip:
Phone: Fax:
Contr Reg No.: Exp Date:
Tukwila Business License No.:
H:WpplicationslFontis- Applications On Line1201 I AppGeationsWermit Application Revised - 8- 9- 11.docv
Revised: August 2011
bit
ARCHITECT OF RECORD
Company Name: Kenneth L. Butts Architects
Architect Name: Kenneth L. Butts
Address: 124 Stagecoach Rd
City: Bell Canyon State: CA Zip: 91304
Phone: (8 18) 999 -4272 Fax: (8 18) 999 -4321
Email:
ENGINEER OF RECORD
Company Name: Kenneth L. Butts Architects
Engineer Name: Kenneth L. Butts
Address: same as above
City: State: Zip:
Phone: Fax:
Email:
LENDER/BOND ISSUED (required for projects $5,000 or
greater per RCW 19.27.095)
Name:
Address:
City: State: Zip:
Page 1 of 4
DV ULi/l1v h rl.� K1Vi11 lIV r VKIVIA I 11.111 — ZU0- 431 -307U
Valuation of Project (contractor's bid pr. $ 0V12 Existing piing Valuation: $
Describe the scope of work (please provide detailed information):
wtO Q; (-? < LIP
Ds OF
Will there be new rack storage? 1 ....Yes
❑ ..No If yes, a separate permit and plan submittal will be required.
Provide All Building Areas in Square Footage Below
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 ❑ No If "yes ", explain:
FIRE P TECTION/HAZA
US MATERIALS:
Sprinklers it Automatic Fire Alarm ❑ None ❑ Other (specify)
Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes 6 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:Wpplications\Forms- Applications On Line \2012 Applications\Fermit Application Revised - 2- 7- 12.docx
Revised: February 2012
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Page 2 of 4
Existing
•
InteriorRemodel
Addition to
Existing
Structure
New
Type of
Construction per
IBC
Type of
Occupancy per
IBC
1St Floor
r /
(/
2°d Floor
Pi 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 ❑ No If "yes ", explain:
FIRE P TECTION/HAZA
US MATERIALS:
Sprinklers it Automatic Fire Alarm ❑ None ❑ Other (specify)
Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes 6 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.
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Revised: February 2012
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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 OWNER OR
Signature:
AGENT:
Print Name: S &&AcA4 /l,( e7 . V'
Mailing Address: P 0 6fI?( S ( 7
H:Wpplications\Forms- Applications On Line \2012 Applications\Permit Application Revised - 2- 7- 12.docx
Revised: February 2012
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Day Telephone:
a ''„`Gk. S
City
Date: / Q —
360. -1r 3 r- (-St
art
State
Zip )
Page 4 of 4
PUBLIC WORKS PERMIT INFOOIATION — 206 - 433 -0179 •
Scope of Work (please provide detailed information): iNt 0 ( (e .( (47 (U i � 91 S P tS OF 7
Call before you Dig: 811
Please refer to Public Works Bulletin #1 for fees and estimate sheet.
Water District
❑ .. Tukwila ❑ ...Water District #125
❑ .. Water Availability Provided
Sewer District
❑ .. Tukwila
❑ .. Sewer Use Certificate ❑ ...Se Availability Provided
❑... Highline
❑ ...Valley View ❑ ... Renton
Septic System:
❑ On -site Septic System — For on -site septic stem, provide 2 copies of a current septic design appro d by King County Health Department.
❑... Renton
Submitted with Application (mark boxes which ply):
❑ .. Civil Plans (Maximum Paper Size —22" x 3
❑ .. Technical Information Report (Storm Drainage)
❑ .. Bond 0... Insurance ❑... Eas
0... Geotechnical Rep;
ent(s) 0... Maintenance Ag ement(s)
G
Proposed Activities (mark boxes that apply):
❑ .. Right -of -way Use - Nonprofit for less than 72 hours
❑ .. Right -of -way Use - No Disturbance
❑ .. Construction/Excavation /Fill - Right -of -way ❑
Non Right -of -way
❑ .. Total Cut cubic yards
❑ .. Total Fill cubic yards
❑ .. Sanitary Side Sewer
❑ .. Cap or Remove Utilities
❑ .. Frontage Improvements
❑ .. Traffic Control
❑ .. Backflow Prevention - Fire Protection
Irrigation
Domestic Water
❑ .. Traffic Impact Analysis
❑ .. Hold Harmless — (SAO)
❑ .. Hold Harmless — (ROW)
❑... Right -way Use - Profit for less than 72 hours
0... Righi -of- -way Use — Potential Disturbance
Work in Flood Zone
rm Drainage
0... Abandon ptic Tank
❑...Curb Cut
❑... Pavement Cut
❑... Loop d Fire Line
❑ .. Permanent Water Meter Size (1)
❑ .. Temporary Water Meter Size (1)
❑ .. Water Only Meter Size
❑ .. Sewer Main Extension Public
❑ .. Water Main Extension /public
FINANCE INFORMATION /v
Fire Line Size at Property Line
❑ .. Water Sewer
Monthly Service Billing
Name:
WO #
WO #
WO #
Private ❑
Private ❑
1
(2) " WO #
(2) " WO # \
❑...Grease Interceptor
❑... Channelization
0... Trench Excavation
0... Utility Undergrounding
❑ .. Deduct Wate
Number of Public Fire Hydrant(s)
❑ .. Sewage Treatment
(3)
(3)
eter Size
" WO#
" WO#
Day Telephone:
Mailing Address:
City State Zip
Water Meter R nd/Billing:
Name:
Mailing Address:
Day Telephone:
City
State
Zip
H:\Applications'Forms- Applications On Line\2012 Applications\Permit Application Revised - 2- 7- 12.docx
Revised: February 2012
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Page 3 of 4
•
City of Tukwila
•
Department of Community Development
6300 Southcenter Boulevard, Suite #100
Tukwila, Washington 98188
Phone: 206 -43 1 -3670
Fax: 206 - 431 -3665
Web site: http://www.TukwilaWA.gov
RECEIPT
Parcel No.: 9202470010 Permit Number: D12-165
Address: 610 SOUTHCENTER MALL TUKW Status: APPROVED
Suite No: Applied Date: 05/11/2012
Applicant: AMERICAN EAGLE OUTFITTERS Issue Date:
Receipt No.: R12 -01657
Payment Amount: $149.60
Initials: JEM Payment Date: 05/23/2012 09:43 AM
User ID: 1165 Balance: $0.00
Payee: JOHN M BRETZKE
TRANSACTION LIST:
Type Method Descriptio Amount
Payment Credit Crd VISA
Authorization No. 012338B
ACCOUNT ITEM LIST:
Description
149.60
Account Code Current Pmts
BUILDING - NONRES
STATE BUILDING SURCHARGE
000.322.100
640.237.114
Total: $149.60
145.10
4.50
doc: Receipt -06 Printed: 05 -23 -2012
•
City of Tukwila
Department of Community Development
6300 Southcenter Boulevard, Suite #100
Tukwila, Washington 98188
Phone: 206 -431 -3670
Fax: 206 - 431 -3665
Web site: http: / /www.TukwilaWA.gov
RECEIPT
Parcel No.: 9202470010 Permit Number: D12-165
Address: 610 SOUTHCENTER MALL TUKW Status: PENDING
Suite No: Applied Date: 05/11/2012
Applicant: AMERICAN EAGLE OUTFITTERS Issue Date:
Receipt No.: R12 -01567
Payment Amount: $94.32
Initials: BLH Payment Date: 05/11/2012 01:07 PM
User ID: ADMIN Balance: $149.60
Payee: SHAWN MEYER
TRANSACTION LIST:
Type Method Descriptio Amount
Payment Credit Crd VISA
Authorization No. 657661
ACCOUNT ITEM LIST:
Description
94.32
Account Code Current Pmts
PLAN CHECK - NONRES
000.345.830 94.32
Total: $94.32
doc: Receiot -06 Printed: 05 -11 -2012
INSPECTION NO.
INSPECTION RECORD
Retain a copy with permit
PERMIT NO.
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila. WA 98188 . (206) 431 -367
Permit Inspection Request Line (206) 431 -2451
Pro'ect:
Type of Inspection:
j
Address: Arid/
(6 I D Ste� A- /rid
Date Called:
_ --_
Special Instructions:
Date Wanted:J
� --7
_-
(��a�rm
p:m.
Requester:
Phone No:
Approved per applicable codes. Corrections required prior to approval.
COMMENTS:
0-rf
0
Dater
r7 REINSPECTION FEE REQUIRED. Prior to next inspection, fee,must be
paid at 6300 Southcenter Blvd., Suite 100. Call to schedule 'reinspection.
PPbLIPSE
ENGINEERING INC.
Structural Calculations
Steel Storage Racks
Pipp PC Manual Carriage with Retail Shelving 4 copy
for Pipp Mobile Storage Systems, Inc.
American Eagle Outfitters
Store #478
South Center Shopping Center - Space #200
Tukwila, Washington 9R138 JAN 13 2012
— REVIEWED FOR
CODE COMPLIANCE
APPROVED
MAY 212012
Prepared For:
American Eagle Outfitters
540 Keystone
Warrendale, PA 15086
City of Tukwila
WWULDMNG DIVISION
EXPIRES 13
Please note: The calculations containe c resistance of the
shelving racks, the fixed and mobile base supports, and the connection to the
existing partition walls for both lateral and overturning forces as required by the
2009 International Building Code. These storage racks are not accessible to the
general public.
155 NE REVERE AVENUE. SUITE A, BEND, OR 97701
PHONE: (541) 389 -9659 FAX: (541) 312 -8708
WWW .ECLIPSE - ENGINEERING.COM
N C E
bE-lk5
RECEIVED
MAYi l 2012 _
PERMIT CENTER
Eclipse Engineering, Inc. AEO Store #478 1/13/2012
Consulting Engineers Tukwila, WA
Pipp Mobile STEEL STORAGE RACK DESIGN
2009 IBC & 2010 CBC & ASCE 7 -05 - 15.5.3
Design Vertical Steel Posts at Each Corner :
Shelving Dimensions:
Total Height of Shelving Unit - ht:= 10.ft
Width of Shelving Unit - w := 4.ft
Depth of Shelving Unit - d := 1.50.ft
Number of Shelves - N,:= 9
Vertical Shelf Spacing - 5,:= 10.0•in
Shelving Loads:
Maximum Live Load From Jeans (stacked 14 pairs tall and 3 wide):
Weight of (1) Pair of Jeans - Wj := 1.40•Ib
Weight of Jeans per shelf - Wt; := 3.14.Wt
Load in psf - Wti
Design Live Load on Shelf -
Dead Load on Shelf -
LL• :_
w•d
LL := 11 .psf
DL:= 2.0•psf
Rolf Armstrong, PE
kips := 1000.Ib
Ib•ft -1
Rif;= Ib•ft -2
lb•ft- 3
si := 1000•Ib•in 2
W11 = 58.8 lb
LLB = 9.8-psf
rote: With 11 shelves, the floor
oading will be max 85 psf, which
s OK on 100 psf retail floor
Section Properties of 3/4" x 1 9/16" x 16 Gauge Steel Channel :
Modulus of Elasticity of Steel -
Steel Yield Stress -
Physical Dimensions of Channel :
Channel Width - out -to -out -
Channel Depth - out -to -out -
Radius at Corners -
Channel Thickness -
Channel Width - CL - to - CL -
Channel Height - CL - to - CL -
Radius of Gyration in x and y -
Section Modulus in x and y -
Moment of Inertia in x and y -
Full Cross Sectional Area -
Length of Unbraced Post -
Effective Length Factor -
E := 29000 • ksi
Fy:= 33•ksi
b := 1.5625 • in
h := 0.75•in
Rc := 0.188•in
t:= 0.0593.in
bc:= b -0.5•t
hc: =h - t
rX := 0.4982 • in
SX:= 0.0614•in3
IX := 0.0557 • in4
Ap := 0.2246 • in2
LX:= S= 10.in
KX := 1.0
16 Gauge
be = 1.5329 .in
he = 0.6907 • in
ry • = 0.3239 • in
Sy := 0.0628 • in3
Iy • = 0.0236 • in4
Ly := S = 10•in
K Y := 1.0
Lt:= S= 10.in
Kt:= 1.0
1
Eclipse Engineering, Inc. AEO Store #478 1/13/2012
Consulting Engineers
Section Properties Continued:
Density of Steel -
Weight of Post -
Vertical DL on Post -
Vertical LL on Post -
Total Vertical Load on Post -
Tukwila, WA Rolf Armstrong, PE
psteel := 490•pcf
Wp := psteeI.Ap•ht
Pd := DL•w•.25•d•N + Wp
P1:= LL•w•.25•d•N
Pp := Pd + Pi
Wp = 7.6426•Ib
Pd = 34.6426 lb
Pi = 148.51b
Pp = 183.1426 • Ib
Floor Load Calculations :
Weight of Mobile Carriage: We := 90•Ib
Total Load on Each Unit: ;= 4.Pp + We W = 822.57 lb
Area of Each Shelf Unit: A„ := w.d.2 A„ = 12ft2
Floor Load under Shelf: PSF := A PSF = 68.5475 .psf
Au
NOTE: SHELVING LIVE LOAD IS LESS THAN 100 psf REQUIRED FOR RETAIL FLOOR LOADING
This is considering the aisle area next to the shelf to help disburse the shelf load
Find the Seismic Load using Full Design Live Load :
ASCE -7 Seismic Design Procedure:
Importance Factor - IE := 1.0
Determine Ss and Si from maps - Ss := 1.425
Determine the Site Class - Class D
Determine Fa and Fv - Fa := 1.00
Determine SMS and SM1 _ SMS Fa•Ss
SMS = 1.425
Determine SDS and SDI _ SDS 3 •SMS
SDS = 0.95
Structural System - Section 15.5.3 ASCE -7:
4. Steel Storage Racks
Total Vertical LL Load on Shelf -
Total Vertical DL Load on Shelf -
= 4.0
Rp := R
W1:= LL•w•d
no := 2
ap := 2.5
W p
Wd := DL.w.d + 4. N
Seismic Analysis Procedure per ASCE -7 Section 13.3.1:
Average Roof Height -
Height of Rack Attachment -
hr := 24•ft
z := 0•ft
S1 := 0.488
F„ := 1.512
SM1 := Fv•S1
SM1= 0.7379
2
SDI := 3 •SM1
SDI = 0.4919
Cd := 3.5
Ip := 1.0
= 66 lb
Wd = 15.3967 lb
For Ground Floor
2
Eclipse Engineering, Inc. AEO Store #478 1/13/2012
Consulting Engineers
Seismic Base Shear Factor -
Shear Factor Boundaries -
Tukwila, WA Rolf Armstrong, PE
0.4•ap•Sps z
Vt:= Rp 1 + h
r
Ip
Vtmin := 0.3•Sps•Ip
Vtmax :_ •1.6•Sps•Ip
A := if (Vt > Vtmax , Vtmax , Vt)
Seismic Loads Continued :
For ASD, Shear may be reduced -
Seismic DL Base Shear -
DL Force per Shelf :
Seismic LL Base Shear -
LL Force per Shelf :
0.67 * LL Force per Shelf :
:= if (Vt < Vtmin , Vtmin , Vt)
Vt
Vp :=
1.4
Vtd := Vp•Wd•N
Fd Vp•Wd
Vu := Vp•W1•N
F1:= Vp•WI
F1.67 := 0.67•Vp•WI
Vt = 0.2375
Vtmin = 0.285
Vtmax = 1.52
Vt = 0.285
V P = 0.2036
Vtd = 28.21 lb
Fd = 3.13 lb
Vti = 120.92 lb
F1= 13.44Ib
F1.67 = 9 lb
Force Distribution per ASCE -7 Section 15.5.3.3:
Operating Weight is one of Two Loading Conditions :
Condition #1: Each Shelf Loaded to 67% of Live Weight
Cumulative Heights of Shelves - H1 := .5•S + 1.5.S + 2.5.S + 3.5•S + 4.5•S + 5.5•S
H2 := 6.5•S+ 7.5•S+ 8.5•S I := H1 + H2
Total Moment at Shelf Base - Mt := H • Wd + H .0.67.W1 Mt = 2012.1 ft • Ib
Vertical Distribution Factors for Each Shelf -
Total Base Shear - Vtotal Vtd + 0.67.Vd Vtota1 =
Wd•0.5•S+ W1.0.67.0.5.S
C1:= C1= 0.0123
Mt
Wd•1.5•S+ W1.0.67.1.5•S
C2 := C2 = 0.037
Mt
Wd•2.5•S + W1.0.67.2.5•S
C3 := C3 = 0.0617
Mt
Wd • 3.5.S + W1.0.67.3.5 •S
C4 := C4 = 0.0864
Mt
109.23 lb
F1 := Cl•(Vtotal)
F2 C2•(Vtotal)
F3 C3•(Vtotal)
F4 C4•(Vtotal)
F1= 1.351b
F2 = 4.05 lb
F3 = 6.741b
F4 = 9.441b
3
Eclipse Engineering, Inc. AEO Store #478 ,1/13/2012
Consulting Engineers
Tukwila, WA Rolf Armstrong, PE
Wd•4.5•S + WI.0.67.4.5•S
C5:= C5= 0.1111
Mt
Wd•5.5•S+ WI.0.67.5.5•S
C6:= C6= 0.1358
Mt
Wd.6.5.S + WI.0.67.6.5.S
C7 := C7 = 0.1605
Mt
Wd•7.5•S + WI.0.67.7.5•S
C8:=
M*
Wd•8.5•S + WI.0.67.8.5•S
Cg:=
Mt
C8 = 0.1852
F5 C5.(Vtotal)
F6 C6.(Vtotal)
F7 := C7•(Vtotal)
F8 C8•(Vtotal)
C9 = 0.2099 F9 := Cg•(Vtotal)
C1 +C2 +C3 +C4 +C5 +C6 +C7+C8 +Cg= 1
Condition #2: Top Shelf Only Loaded to 100% of Live Weight
F5 = 12.14Ib
F6 = 14.83 lb
F7 = 17.53Ib
F8 = 20.23Ib
Fg = 22.92Ib
Coefficients Should total 1.0
Total Moment at Base of Shelf - Mta := (N — 1)•S•Wd + (N — 1)•S•WI = 542.64ft•Ib
Total Base Shear - Vtotal2 Vtd + FI = 41.64 lb
Wd.0.5.S+ 04/I.0.5•S
Cia
C8a
Mta
C1a = 0
Wd•(N — 1).S+ WI-(N — 1).S
Mta
C8a = 1
Condition #1 Controls for total base shear.
Fia Cia4Vtotal2
F8a C8a'(Vtotal2)
Fia = 0.49 lb
F8a = 41.64Ib
By Inspection, Force Distribution for intermediate shelves without LL are negligible.
Ms 4'SAtd + Vtl)
fbX:= Ms•SX 1
Fb:= 0.6•Fy
Column Design in Short Direction :
Bending Stress on Column -
Allowable Bending Stress -
Ms= 31.0688ft•lb
fbx = 6.0721 •ksi OK
Fb = 19.8•ksi
4
Eclipse Engineering, Inc. AEO Store #478 1/13/2012
Consulting Engineers
Tukwila, WA Rolf Armstrong, PE
Find Allowable Axial Load for Channel Column :
Allowable Buckling Stresses -
'rr2•E 7r2•E
Qex.x
2 Oex.x = 710.4037 • ksi creX.y := 2
Kx • Lx Kv
rx ry
Distance from Shear Center -
to CL of Web via X -axis
Qex.y = 300.2753 • ksi
crex if (o ex.x < crex.y, 0ex.x crex.y) crex = 300.2753 • ksi
Distance From CL Web to Centroid -
Distance From Shear Center
to Centroid -
Polar Radius of Gyration -
t hc2 bc2
ec := ec = 0.2983 . in
4•Ix
:= 0.649•in – 0.51
xo := x + ec
r0:= Jrx2 + ry2 + xo2
xc = 0.6193•in
xo= 0.9177•in
ro = 1.0933 • in
Torsion Constant - j:= 3 •(2•b•t3 + h13) J = 0.00027•in4
Warping Constant -:= t•b3•h2 2•h•t
12 (3.b.t+
6•b•t+ h•t
CW = 0.00648 • in6
Shear Modulus - 2,:= 11300•ksi
1 '�2•E.
Qt := G.3 + Qt = 80.4243 ksi
Apr 2 /Kt 4)2
B = 0.2954
Fet = 66.9083 •ksi
Elastic Flexural Buckling Stress - Fe := if (Fet < (rex, Fet, Qex) Fe = 66.9083.ksi
Allowable Compressive Stress - Fn := if Fe > 2 , Fy• 1 – 4 F , Fe Fn = 28.931 •ksi
e
xo
: =1– —
ro
)2
Fet := 1
2� [(�ex + at) – J (vex + at)2 – 4.0. vex vt]
Factor of Safety for Axial Comp. - & := 1.92
5
Eclipse Engineering, Inc. AEO Store #478 1113/2012
Consulting Engineers Tukwila, WA Rolf Armstrong, PE
Find Effective Area -
Determine the Effective Width of Flange -
Flat width of Channel Flange -
Flange Plate Buckling Coefficient -
Flange Slenderness Factor -
Effective Flange Width -
Determine Effective Width of Web -
Flat width of Channel Web -
Web Plate Buckling Coefficient -
Web Slenderness Factor -
Effective Web Width -
Effective Column Area -
Nominal Column Capacity -
Allowable Column Capacity -
Check Combined Stresses -
"IC 2•E•Ix
Pcrx / 2
(Kx • Lx)
Pcr lf(Pax < Pcry, Pcrx, Pcry)
Magnification Factor -
wf:= b- Rc -0.5•t
kf := 0.43
1.052 wf Fn
Xf :_ -
� t E
0.22 1
pf 1 -
Xf %f
w f = 1.3449 • in
Xf = 1.1492
pf = 0.7036
be := if (Xf > 0.673, pf•wf, wf) be = 0.9462 .in
ww:= h- 2•Rc -t
kw := 4.0
1.052 ww Fn
xw := t E
kw
Pw 1
0.22 1
%w Xw
he := if (Xw > 0.673 , pw, • ww , ww)
Ae:= t.(he+ 2•be)
Pn := Ae•Fn
Pn
Pa. —90
Pcrx =2x 105 lb
Combined Stress:
Pcry
(Ky' Ly)2
'r2'E'Iy
Pcr = 67548 lb
�o' Pp
a:= 1—
ww = 0.3147 • in
%w = 0.0882
pw = - 16.959
he = 0.3147 . in
Ae = 0.1309 • in2
Pn = 3787 lb
Pa = 1972 lb
Pcry = 67548 lb
= 0.9948 Cm := 0.85
Pcr
Pp + Cm f bx - 0.3549 MUST BE LESS THAN 1.0
Pa Fba
Final Design: 3/4" x 1 9/16" x 16ga CHANNEL IS ADEQUATE FOR
REQD COMBINED AXIAL AND BENDING LOADS
NOTE: P is the total vertical load on post, not 67% live load, so the design is conservative
6
Eclipse Engineering, Inc. AEO Store #478 1/13/2012
Consulting Engineers
Tukwila, WA Rolf Armstrong, PE
STEEL STORAGE RACK DESIGN
PER 2009 IBC & 2010 CBC & ASCE 7 -05 - 15.5.3
Find Overturning Forces :
Total Height of Shelving Unit - Ht := ht = 10ft Width of Shelving Unit - w = 4ft
Depth of Shelving Unit - d = 1.5ft
Number of Shelves - N = 9 Vertical Shelf Spacing - S = 10.in
Height to Top Shelf Center of G - htop Ht Not) = 10 ft
Height to Shelf Center of G - h_ (N 2 1) S ho = 4.1667•ft
From Vertical Distribution of Seismic Force previously calculated -
Controlling Load Cases -
Weight of Rack and 67% of LL -_ (Wd + 0.67.%).N W = 536.5506 lb
Seismic Rack and 67% of LL - ,= Vtd + 0.67 Vri V = 109.2264 lb
M1:= F1.0.5•S + F2.1.5•S + F3.2.5•S + F4.3.5•S + F5.4.5•S + F5.5.5•S + F7•6.5•S + F8.7.5•S
M2:= F9.8.5•S
Overturning Rack and 67% of LL -
Weight of Rack and 100% Top Shelf - Wa := Wd.N + Wi
Seismic Rack and 100% Top Shelf - Va := Vtd + Fi
Overturning Rack and 100% Top Shelf - Ma Vtd . he + Fi • htop
Controlling Weight - 2(4,:= := if ON > Wp , W , Wp)
Controlling Shear - Vc := if(V > Va, V, Va)
Controlling Moment - Mot := if(M > Ma, M, Ma)
Tension Force on Column Anchor - T= aot — 0.60 •20
per side of shelving unit
Shear Force on Column Anchor -
L= if (T < 0•Ib, 0•Ib, T)
Vc
L
USE: HILTI KWIK BOLT TZ ANCHOR (or equivalent) -
USE 3/8"4) x 2" embed installed per the requirements of Hilti
Ta := 1006•Ib For 2500psi Concrete
M := M1+ M2 = 544.4ft•Ib
Wa = 204.5706 lb
Va = 41.6447 lb
Ma = 251.9ft•Ib
We = 536.551 lb
Vc = 109.226 lb
Mot = 544.45ft•lb
T = 202 lb
T = 201.999 lb
V = 54.6 lb
Allowable Tension Force -
Allowable Shear Force - /:= 999•Ib
Combined Loading -
MUST BE LESS THAN 1.20
7
Eclipse Engineering, Inc. AEO Store #478. , ,1/13/2012
Consulting Engineers
Tukwila, WA Rolf Armstrong, PE
Strap Bracing on Backside of Shelving Units :
Total Seismic Base Shear -
Shear Force on Backside into Braces -
Vc = 109.22641b
Vc
Vh := 2
Vh = 54.6132 lb
Number of Shelf Bays Supported by Brace - Nb := 1
Each Shelf is Individually Braced Nib he 2
Tension Force into Brace - Tb := Nb Vb2 + Tb = 78.8602 lb
w
USE 0.75" x 16ga STRAPS
Width of Strap - b5:= 0.75•in
Thickness of Strap - t5:= 0.0545•in
Area of Strap - As := bs•ts
T b
Tension Stress in Strap - ft := —As
Allowable Tension Stress - Ft := 0.6.33•ksi
As = 0.0409 • in2
ft = 1.93.ksi
Ft= 19.8•ksi
USE #10 SCREWS or RIVETS TO CONNECT STRAP TO FRAME :
Shear Capacity of #10 Screw -:= 293•Ib
Connecting to 16ga metal
Number of Screws Required -
Tb
Ns: Vc
Ns = 0.2691
USE: min (1) #10 SCREW or RIVET AT EACH END OF STRAP
VERIFY HILTI BOLT CONNECTION FROM STRAP :
h
Tension Force from Brace - T„ := Nb •Vb • - T„ = 56.89 lb
(Vertical Component) w
Shear Force from Brace -
(Horizontal Component)
• Combined Loading -
1.0-Tv
Ta
Vh Nb•Vb
Vh = 54.6132 lb
1.0•Vh
– 0.11 MUST BE LESS THAN 1.20
Va
8
Eclipse Engineering, Inc. AEO Store #478 1/13/2012
Consulting Engineers
Tukwila, WA Rolf Armstrong, PE
STEEL ANIT -TIP CLIP AND ANTI -TIP TRACK DESIGN
Tension (Uplift) Force on each side - T_*. 201.99898 lb
Connection from Shelf to Anti -Tip track:
Capacity of 1/4" diameter bolt in 16 ga steel - Zc := 312•Ib
if(T < 2•Zc, "(2) 1/4" Bolts are Adequate" , "No Good ") = "(2) 1/4" Bolts are Adequate"
Use 3/16" Diameter anti -tip device
Yield Stress of Angle Steel -= 36.ksi
Thickness of Anti -tip Head - to := 0.090•in
Width of Anti -tip Rod + Radius - br := 0.25•in
Width of Anti -tip Head - ba := 0.490•in
ba - br
Width of Anti -tip Flange - La := 2 La = 0.12•in
Tension Force per Flange leg - T1:= 0.5.T T1= 100.9995 lb
Bending Moment on Leg - M1:= Tr 2La M1= 0.504997•ft•lb
bat2
Section Modulus of Leg - Si := 6 Si = 0.0007 •in3
Mi
Bending Stress on Leg - fb := S fb = 9.161•ksi
f b
Ratio of Allowable Loads - - 0.3393 MUST BE LESS THAN 1.00
0.75.Fy
Width of Anti -Tip track - lam= 5.1.in
Thickness of Aluminum Track - tt := 0.25-in Average Thickness
Spacing of Bolts - Stb := 24.in
L•tt2
Section Modulus of Track - St := 6 St = 0.0531 •in3
T•Stb
Design Moment on Track - Na:= 8 M = 50.5ft•Ib
for continuous track section
Bending Stress on Track - f = S—t fb = 11.407 • ksi
Allowable Stress of Aluminum - := 21•ksi
ANTI - CLIP STEEL CONNECTION AND TRACK ARE ADEQUATE
9
Eclipse Engineering, Inc. AEO Store #478 1/.13/2012
Consulting Engineers
Tukwila, WA Rolf Armstrong, PE
Connection from Steel Racks to Wall
Seismic Analysis Procedure per ASCE -7 Section 13.3.1:
Average Roof Height - ham:= 24.0.ft
Height of Rack Attachments - zb := 10.ft At Top for fixed racks connected to walls
0.4.ap•Sps
Seismic Base Shear Factor - V�:=
RP
(1
Zb
+2.h
r
Ip
Shear Factor Boundaries - Nom= 0.3•Sps•Ip
V ^= 1.6•Sps•Ip
Vt,:= if(Vt > Vtmax, Vtmax, Vt)
Vt := if (Vt < Vtmin , Vtmin , Vt�
Seismic Coefficient - Vt = 0.4354
Number of Shelves - N = 9
Weight per Shelf - Wtf := 50•Ib
Total Weight on Rack - WT := 4.Pp
0.7•Vt•WT
Seismic Force at top and bottom -
Connection at Top:
Standard Stud Spacing -
Width of Rack -
Number of Connection Points -
on each rack
Force on each connection point -
Capacity per inch of embedment -
Required Embedment -
For Steel Studs:
Pullout Capacity in 20 ga studs
2
Sstud := 16.in
w =4ft'
Vt = 0.4354
Vtmin = 0.285
Vtmax = 1.52
Vt = 0.435
WT = 732.5706 lb
Tv = 111.6407 lb
Nc := floor w Nc = 3
Sstud
Tv
Fc N
c
lb
Ws := 135• —
in
Fc
ds:= W
s
Fc = 37.2136 lb
ds = 0.2757 • in
T20 := 83.1b For #10 Screw - Per Scafco
MIN #10 SCREW ATTACHED EXISTING WALL STUD IS ADEQUATE
TO RESIST SEISMIC FORCES ON SHELVING UNITS. EXPANSION
BOLT IS ADEQUATE BY INSPECTION AT THE BASE
10
Eclipse Engineering, Inc. AEO Store #478 1/13/2012
Consulting Engineers
Tukwila, WA Rolf Armstrong, PE
STEEL STORAGE RACK DESIGN
STEEL CHANNEL SECTION PROPERTIES W/O LIPS
Channel Dimensions 3/4 x 1 9/16 x 16 gauge -
Channel Flange Length - df := 1.5625 • in
Channel Web Width - bw:= 0.75•in
Channel Thickness - tom= 0.0598•in
Radius at Corners -= 0.188.in
Area of one Flange - Af := (cif — t) •t
Area of Web - Aw := bw•t
Total Area of Channel - At := 2.Af + Aw
X -X Section Properties:
df - t
Distance to Flange CL - yfx := t +
2
Distance to Web CL
Centroid of Channel -
Dist - Flange CL to Centroid -
Dist - Web CL to Centroid -
Moment of Inertia of one Flange
Moment of Inertia of Web -
ywx:= 2
2•Af•Yfx + Aw•Ywx
Yc = 2 Af + Aw
Yxi yfx - Yc
Yx2 Yc — Ywx
t(df —t)3
Ifx 12
3
Iwx •- bw•t
12
Af = 0.0899•in2
Aw = 0.0448 • in2
At = 0.2246 • in2
yfx= 0.8111.in
ywx = 0.0299 . in
yc = 0.6551 in
Yxi = 0.156•in
yx2 = 0.6252 • in
Ifx= 0.0169•in4
Iwx = 1.3365 x 10- 5 •in4
Using Parallel Axis Theorem -
Moment of Inertia of Channel - 440 2.(Ifx + Af •Yx12) + (Iw( + Aw•yx22)
Distance from Centroid to edge - cx := if (yc > df - Yc , yc , df - Yc)
Section Modulus of Channel -
Radius of Gyration -
Ix = 0.0557.in4
cx = 0.9074 • in
Sx = 0.0614•in3
rx = 0.4982 • in
11
Eclipse Engineering, Inc. AEO Store #478
Consulting Engineers Tukwila, WA
Y - Y Section Properties :
t
Distance to Outer Flange CL - xf1 := bw — 2
t
Distance to Near Flange CL - xf2 := 2
Centroid of Channel - �"
Dist - Flanges to Centroid - x1:= xn . — Xc
�df — t) •t3
Moment of Inertia of Flange - I.
12
t. bw3
Moment of Inertia of Web -
12
1/13/2012
Rolf Armstrong, PE
xf1 = 0.7201 .in
xf2 = 0.0299 . in
xc = 0.375.in
x1= 0.3451 • in
Ify = 0.000027 •in4
IN,y = 0.0021 .in4
Using Parallel Axis Theorem -
Moment of Inertia of Channel - I:= IWy + 2•(Ify + Af•x12) Iy = 0.0236.in4
Distance from Centroid to edge - cy := 2" cy = 0.375•in
Section Modulus of Channel - ,= Iy Sy = 0.0628•in3
W
Radius of Gyration -= y Ty = 0.3239.in
At
12
Eclipse Engineering, Inc.
Consulting Engineers
AEO - Store #478 1/13/2012
Tukwila, WA Rolf Armstrong, PE
Conterminous 48 States
2005 ASCE 7 Standard
Latitude = 47.4583
Longitude = - 122.25839999999998
Spectral Response Accelerations Ss and S1
Ss and S1 = Mapped Spectral Acceleration Values
Site Class B - Fa = 1.0 ,Fv = 1.0
Data are based on a 0.05 deg grid spacing
Period Sa
(sec) (g)
0.2 1.425 (Ss, Site Class B)
1.0 0.488 (S1, Site Class B)
Conterminous 48 States
2005 ASCE 7 Standard
Latitude = 47.4583
Longitude = - 122.25839999999998
Spectral Response Accelerations SMs and SM1
SMs = Fa x Ss and SM1 =FvxS1
Site Class D - Fa = 1.0 ,Fv = 1.512
Period Sa
(sec) (g)
0.2 1.425 (SMs, Site Class D)
1.0 0.738 (SM1, Site Class D)
Conterminous 48 States
2005 ASCE 7 Standard
Latitude = 47.4583
Longitude = - 122.25839999999998
Design Spectral Response Accelerations SDs and SD1
SDs = 2/3 x SMs and SD1 = 2 /3xSM1
Site Class D - Fa = 1.0 ,Fv = 1.512
Period Sa
(sec) (g)
0.2 0.950 (SDs, Site Class D)
Eclipse Engineering, Inc.
Consulting Engineers
AEO - Store #478
Tukwila, WA
Fasteners (Screws and Welds)
Screw Table Notes
1. Screw spacing and edge distance shall not be less than 3 x D. (D = Nominal screw diameter)
2. The allowable screw values are based on the steel properties of the members being connected, per AISI section
1/13/2012
Rolf Armstrong, PE
iSSCAFCD.
Steel Stud Manufacturing Ca.
E4.
3. When connecting materials of different metal thicknesses or yield strength, the lowest applicable values should be
used.
4. The nominal strength of the screw must be at least 3.75 times the allowable loads.
5. Values include a 3.0 factor of safety.
6. Applied loads may be multiplied by 0.75 for seismic or wind loading, per AISI A 5.1.3.
7. Penetration of screws through joined materials should not be less than 3 exposed threads. Screws should be
installed and tightened in accordance with screw manufacturer's recommendations.
Allowable Loads for Screw Connections (lbs/screw)
Steel Thickness
Mils Design (in)
18 0.0188
27 0.0283
30 0.0312
33 0.0346
43 0.0451
54 0.0566
68 0.0713
Steel Properties
Fy (ksi) Fu (ksi)
45
45
45
Dia. = 0.216 (in)
Shear Pullout
Dia. = 0.190 (in)
Shear Pullout
Dia, = 0.164 (In)
Shear Pullout
66 39
121 59
141 65
Dia. = 0.138 (In)
Shear Pullout
60 33
111 50
129 55
Weld Table Notes
1. Weld capacities based on AISI, section E2.
2. When connecting materials of different metal thickness or tensile strength (Fu), the lowest applicable values
should be used.
3. Values include a 2.5 factor of safety.
4. Based on the minimum allowance load for fillet or flare groove welds, longitudinal or transverse loads.
5. Allowable loads based on E60xx electrodes
6. For material less than or equal to .1242" thick, drawings show nominal weld size. For such material, the effective
throat of the weld shall not be less than the thickness of the thinnest connected part.
Allowable Loads For Fillet Welds And Flare Groove Welds
Mil
Design
Thickness
in.
Yield
ksi
,
Tensile
ksi
E60XX Electrodes
lhs /ln
43
0.0451
33
45
609
54
0.0566
33
45
764
68
0.0713
33
45
963
97
0.1017
33
45
1373
118
0.1242
33
45
1677
54
0.0566
50
65
1104
68
0.0713
50
65
1390
97
0.1017
50
65
1983
118
0.1242
50
65
2422
Eclipse Engineering, Inc.
Page 11 of 14
AEO - Store #478
1/13/2012
ESR11917
Consulting Engineers Tukwila, WA Rolf Armstrong, PE
TABLEB-KB-TZ CARBON AND STAINLESS STEEL ALLOWABLE SEISMICTENSION (ASD), NORMAL-WEIGHT
CRACKED CONCRETE, CONDITION B (pOutids)" 3
Nominal
Anchor
Diameter
Embedment
De Pill he
(1n.)
Con Cretb.CompressIveStrength2
fc ='2,500 pal
Pc = 3,0 psi
to = 4,0604301
rcA6;090 pal
Ckirti On
Steel
Stainless
-Steel
Carbon`
Steel
Stainless
steel
Carb On'
steel
Stab* Nie
steel
'Carbon
steel
Stainless
steel
3/8
2
0
1 06
...
1,037
1,102
4:130.
liM
1;312
1;559
1,607
1/2
2
1,065
1212'
1;167
1,328
1;348
1;533
1,651.
1,878
3.1/4
2,178'
2;207
2,386,
2;418'
2,755
2,792
3,375
3,419
5/8
p 1/8
2,081
2,081
2;280
2;280,
2;632
2,632.
3,224
3,224.
4
3,01+
2588
3,301
2-835'
3'812
3;274
4,669
4,010
3/4
3 3/4
2;736
3,594
2;997
3,937
3,460
4,546
'4;238
5,568
A 3/4
, 3,900
3,900
4,272
4,272
4.933.
4,933
6,042
6,042
For SI: 1 ibf = 4.45 N, 1 psi = 0.00689 MPa For pound-inch units: 1 mm = 0.03937 inches
'Values are or single anchors with no edge distance or spacing reduction. for other cases ; calculation of Rd as per ACI 318-05 and conversion
to ASD In accordance With Section-4.2.1 Eq. (5)1s required.
2Values,are or normal weight concrete For sand-lightweight concrete, multiply values by 0.60.
'Condition B applies where supplementary reinforcement in conformance with ACI 318-05 Section D.4.4 is not Provided, or where pullout or
pryout strength governs. For cases where the presence of supplementary reinforcement can be verified, the strength reduction factors
associated with Condition A may be used.
TABLE 10-KB17 CARBONAND STAINLESS.
-STEEL ALLOWABLE SEISMIC..SHEAR LOAD (ASD),
(Pounds)1
Nominal
Anchor.
Diameter
Allowable Steel, Capacity, Seismic Shear
CarbOri.Steel
,Stalnli3ini Steel
3/8
999
1;262 •
1/2
2,839
3,049
5/8
4,678
5,245
..3/4
6,313
ei477
For St1 Ibf=4.45'N
'Values are or single anahois with no edge distance or
spacing reduction due to concrete failure.'
•
t'tFiet# GUUROCAW1
PLAN REVIEW /ROUTING SLIP
ACTIVITY NUMBER: D12 -165 DATE: 05 -11 -12
PROJECT NAME: AMERICAN EAGLE OUTFITTERS
SITE ADDRESS: 610 SOUTHCENTER MALL
X Original Plan Submittal Response to Incomplete Letter #
Response to Correction Letter #
Revision # After Permit Issued
DEPARTMENTS:
Building Div Division
Public Works
n
My\ N /A-
Fire Prevention
Structural
Planning Division
❑ Permit Coordinator
DETERMINATION OF COMPLETENESS: (Tues., Thurs.)
Complete
Incomplete
DUE DATE: 05-15-12
Not Applicable
Comments:
Permit Center Use Only
INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED:
Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials:
TUES /THURS ROUTING:
Please Route
Structural Review Required
No further Review Required
REVIEWER'S INITIALS: DATE:
APPROVALS OR CORRECTIONS:
Approved ❑ Approved with Conditions
Notation:
DUE DATE: 06 -12 -12
Not Approved (attach comments)
REVIEWER'S INITIALS: DATE:
Permit Center Use Only
CORRECTION LETTER MAILED:
Departments issued corrections: Bldg ❑ Fire El Ping ❑ PW ❑ Staff Initials:
Documents /routing slip.doc
2 -28 -02
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General /Specialty Contractor
A business registered as a construction contractor with L &I to perform construction work within the scope of
its specialty. A General or Specialty construction Contractor must maintain a surety bond or assignment of
account and carry general liability insurance.
Business and Licensing Information
Name NATIONAL BUILDING CONTRACTORS UBI No. 601990646
Phone 6512221859 Status Active
Address 1650 Carroll Ave License No. NATIOBC962RG
Suite /Apt. License Type Construction Contractor
City Saint Paul Effective Date 12/7/2004
State MN Expiration Date 12/7/2012
Zip 55104 Suspend Date
County Out Of State Specialty 1 General
Business Type Individual Specialty 2 Unused
Parent Company
Other Associated Licenses
License
Name
Type
Specialty
1
Specialty
2
Effective
Date
Expiration
Date
Status
NBCGEC1011QC
N B C GENERAL
CONTRACTORS INC
Construction
Contractor
General
Unused
11/3/1999
11/27/2004
Archived
Business Owner Information
Name
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Effective Date
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Owner
12/07/2004
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Bond Information
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Cancel Date
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Received Date
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North American Spec
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2146429
09/30/2011
Until Cancelled
$12,000.00
10/25/2011
4
BANCINSURE INC
BIWA24216A
11/01/2005
Until Cancelled
11/05/2011
$12,000.00
12/02/2005
Assignment of Savings Information No records found for the previous 6 year period
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12
Co cinnatilns
EPP0068513
03/14/2011
03/14/2013
$1,000,000.00
03/14/2012
11
0010 CAS INS
BKA53721993
03/14/2010
03/14/2011
$1,000,000.00
03/25/2010
9
AMERICAN FIRE
& CASUALTY
BKA53721993
03/14/2009
03/14/2010
$1,000,000.0003
/31/2009
8
INDIANA INS
BKA53721993
03/14/2008
03/14/2009
$1,000,000.00
03/19/2008
7
WESTFIELD
INSURANCE CO
TRA3998774
03/14/2007
03/14/2008
$1,000,000.00
04/10/2007
6
WESTFIELD INS
TRA3998774
03/14/2006
03/14/2007
$1,000,000.00
03/20/2006
Summons /Complaint Information
Cause
County
Complaint
Judgment
Status
Payment
Paid By
07 -2- 03590 -1
GAMBLE CONST SERVICES & DEMO
InterPlead: No
SPOKANE
Date: 08/16/2007
Amount: $15,000.00
Date:
Amount: $0.00
Dismissed
Date:
Amount:
https://fortress.wa.gov/lni/bbip/Print.aspx
05/23/2012
TENANT
AMERICAN EAGLE OUTFITTERS, INC.
77 HOT METAL STREET
PITTSBURGH, PA 15203
PHONE: 412-432-3300
FIELD REPRESENTATIVE
J.P. MORABITO
PHONE: 724-779-5271
JMORABITO@AE.COM
LANDLORD
WESTFIELD CORPORATION, INC.
2800 SOUTHCENTER
SEATTLE, WA 98188
TENANT COORDINATOR
SCOTT PRIESTER
PHONE: 206-802-6070
A A* CONSULTANT
PRO-MOTION TECHNOLOGY
THERESA SWEET
PHONE: 248-560-0534
SECURITY CONSULTANT
CHECKPOINT SECURITY
SHANDA DUKES
PHONE: 952-227-5380
SENSORMATIC
MIKE GIOSA (PRIMARY)
PHONE: 215-946-8118
GARY SCOTT (SECONDARY)
PHONE: 724-263-6305
SIGN CONSULTANT
HANOVER SIGN
1771 PROGRESS AVE
COLUMBUS, OH 43207
JEANNIE BILLER
PHONE: 1-800-888-4870
SIGN INNOVATION
514 GERMAN STREET
1
HARMONY, PA 16037
RAY ROCCON
PHONE: 724-452-8699
ARCHITECT
KENNETH L. BUTTS, ARCHITECT
124 STAGECOACH ROAD
BELL CANYON, CA 91307
PHONE: 818-999-4272
FAX 818-999-4321
PROJECT INFORMATION
PROJECT DESCRIPTION : TENANT IMPROVEMENT - CLOTHING STORE
USE GROUP CLASSIFICATION : M MERCANTILE
OCCUPANCY LOAD CAPACITY:
SALES AREA (5,187) x 1 PERSON/30 SF = 173 PERSONS
STOCKROOM (q65) x 1 PERSON/300 SF = 3 PERSONS
TOTAL OCCUPANCY LOAD = 176 PERSONS
FIRE SUPPRESSION SYSTEM: FULLY SPRINKLERED
CONNECTED TO MALL'S MAIN. (SPRINKLER DRAWINGS TO BE
SUBMITTED FOR PERMIT BY SPRINKLER CONTRACTOR.)
AREA ANALYSIS
AREA DESCRIPTION
SQUARE FOOTAGE
SALES AREA
FITTING ROOMS
STOCK ROOM
TOILET ROOM(S)
EGRESS CORRIDOR
OFFICE
4,715
472
716
PERCENTAGE
BREAKDOWN
76%
8%
12%
1%
3%
N/A
82
167 •
N/A
TOTAL GROSS AREA
6,152
100%
INTERIOR TENANT FINISH
SOUTHCENTER SHOPPING CENTER
707 SOUTH CENTER MALL
TUKWILA, WA 98188
STORE NUMBER: 0478
SPACE NUMBER: 200
SITE PLAN
LEVEL 1 OF 3
././■■••■■•'
AMERICAN EAGLE
OUTFITTERS
SPACE NO. 200
• .•
■ •,
^ ■•, ■ ■
, • • • 't • • •
•
•
•
•
•
• ' ,
•
. . .
•
•
• ' •
REVIEWED FOR
CODE COMPLIANCE
APPROVED
MAY 2 1_ 2012
City of TkiiIa
BUILDING bMSION
LSEPARATE PERMIT
REQUIRED FOR:
kMechanical
!Electrical
Plumbing
Gas Piping
City of Tukwila
BUILDING DIVISION
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.
IMPORTANT NOTE:
• ALL CONTRACTORS 4 SUB--CONTRACTORS SHALL BE
RESPONSIBLE TO REVIEW ENTIRE DOCUMENT SET, INCLUDING
ALL DISCIPLINES (ARCH, MEC.I. ELEC, PLUMB, rt.)
REGARDLESS OF BASE TRADE, TO ENSURE TWAT ALL
COMPONENTS ARE PROPERLY CONSTRUCTED. THE MAXIMUM
PENALTY ALLOWED B" LAW WILL BE ENFORCED UPON
FINGER-POINTING FOR MISSED CONSTRUCTION DEMILS.
• IF CONFLICTING DETAILS OR CONDITIONS ARE FOUND WITHIN
1I-115 DRAWING Se, G.C. SHALL BE RESPONSIBLE TO NOTIFY
TENANT REP. IMMEDIATELY. G.C. SHALL NOT PROCEED WITH
FURTHER WORK UNTIL RECEIVING PROPER DIRECTION FROM
TENANT REP.
IMPORTANT NOTE:
JOB SUPERINTENDENT SHALL, UPON COMPLETION OF THE PROJECT, PROVIDE TENANT WITH
NO LESS THAN THE FOLLOWING DIGITAL PHOTOGRAPHS; MINIMUM OF THREE (3) PICTURES
OF EACH STOREFRONT FACADE, ONE (I) 'HEAD ON SHOT AND ONE (I) FROM EACH
CONCOURSE APPROACH; MINIMUM OF ONE (1) PICTURE OF EACH SALES AREA ELEVATION,
FOUR (4) MINIMUM PER 'ROOM', TWELVE (12) MINIMUM FOR ENTIRE SALES AREA; MINIMUM
OF ONE (1) PICTURE OF EACH INTERIOR FITTING ROOM ELEVATION, INCLUDING VESTIBULE,
PASSAGE, SEATING AREA AND SILVER TEXTURED CEILING AREA (IF APPLICABLE); MINIMUM
OF FOUR (4) PICTURES OF THE STOCKROOM ELEVATIONS SHOWING SHELVING, ALL
EQUIPMENT, LADDER SYSTEM (IF PROVIDED) AND TOILET ROOM(S); MINIMUM FOUR (4)
INTERIOR PICTURES OF PUBLICLY ACCESSIBLE TOILET ROOMS (IF APPLICABLE); PICTURES
OF FIRE CORRIDOR AND ELECTRICAL PANELS; MINIMUM REQUIRED PICTURES FOR SPECIAL
DETAILS AND ELEMENTS AS SO SPECIFIED THROUGHOUT THE PLANS (NOTED WITI4 ).
-105 SUPERINTENDENT IS NOT PERMITTED TO VACATE THE SITE UNTIL SUCH PICTURE S ARE
PROVIDED TO TENANT VIA THE "STORE PHOTOS" SECTION OF TENANT'S DRAWING
DOWNLOAD WEB SITE. PLEASE CONTACT G.C. FOR WEB SITE ACCESS INFORMATION.
IMPORTANT NOTE:
WHERE APPLICABLE, ALL PREVIOUS TENANT SURVEY DATA HAS
BEEN POSTED TO THIS TENANT'S DRAWING DOWNLOAD SITE.
G.C. 91-1ALL REVIEW PREVIOUS TENANT SURVEY DATA AS
REQUIRED TO ENSURE ALL ASPECTS OF CONSTRUCTION ARE
ACCOUNTED FOR REGARDLESS OF INFORMATION CONTAINED
WITHIN THESE DOCUMENTS.
- - _
NOTE:
EXISTING CONSTRUCTION (S1-10IAIN GI-10STED) TO
REMAIN. REFURBISH AS INDICATED/RE.QUIRED.
•
:Tr
DRAWING INDEX
ARCI-IITECTURAL
A.0,00I
COVER SHEET
A.0.010
GENERAL NOTES
A.0.020
PINISW * MATERIALS LEGEND
A.0.030
ARCHITECTURAL SPECIFICATIONS
A.0.050
BARRICADE DETAILS
A.0.00
DEMOLITION FLOOR PLAN
A.0.05
DEMOLITION CEILING PLAN
A.0.100
FLOOR PLAN
A.0.106
FIXTURE PLAN
A.0.150
TOILET ROOM DETAILS
A.0.200 REFLECTED CEILING PLAN
A.1.300 STOREFRONT ELEVATIONS
A.1.400
PLAN SECTION AT STOREFRONT
A.1.401 PLAN SECTION AT STOREFRONT
A.1.402 PLAN SECTION AT STOREFRONT
A.1.450
PREFAB. ENTRY PORTAL DETAILS
A.1.500
STOREFRONT SECTIONS
A.1.50I
STOREFRONT SECTIONS
A.1.510
STOREFRONT SECTIONS DETAILS
A.1.600
INTERIOR ELEVATIONS
A.1.700
PREFAB PILASTER DETAILS
A.1.701
PREFAB PILASTER DETAILS
A.1.710
COLUMN AND MISCELLANEOUS DETAILS
A.1.720
FITTING ROOM ELEVATIONS t DETAILS
A.1.730
DOOR ELEVATIONS it DETAILS
A.1 .731
DOOR ELEVATIONS DETAILS
A.1.740
PREFAB. DISPLAY CASE ASSEMBLY 'A' DETAI
A.1.741
PREFAB. DISPLAY CASE ASSEMBLY '13' DETAI
A.1.743
PREFAB. DISPLAY CASE ASSEMBLY 'D' DETAI
A.1.800
SIGN SHOP DRAWINGS
A.1.50I
SIGN SHOP DRAWINGS
A.I.q00 SHELVING DETAILS
A.1.q0I
SHELVING DETAILS •
A.1.q10
STOCKROOM FIXTURE DETAILS
A.1.q20
SALES AREA/F. IR1-1. FIXTURE DETAILS
A.1.430 AUDIONIDEO DETAILS
A.1.140
A.1.c141
CASH AND WRAP DETAILS
CASH AND WRAP DETAILS
3405
KENNETH L. BUTTS
STATE OF WASHINGTON
'JAN 2 4 2012 •
•
ELECTRICAL
.0.01Q
ELECTRICAL SPECIFICATIONS
E.0.100
ELECTRICAL REFLECTED CEILING PLAN
E.0.200
ELECTRICAL FLOOR PLAN
E0.300
ELECTRICAL NOTES AND SCHEDULES
E.0.400
CALL BUTTON DETAILS
MECHANICAL
M.0.010 MECHANICAL SPECIFICATIONS
1'1.0.011
MECHANICAL SPECIFICATIONS
M.0.020
MECHANICAL CALCULATIONS
M.0.100
MECHANICAL. PLAN
M.0,200
MECHANICAL DETAILS
PLUMBING
P.0.100'
PLUMBING SPECIFICATIONS 4 DETAILS
Fin PROTECTION (SPRINKLER)
FP.0.100
• . •
T 0.100
T 0 200
T.0.306
T.0.400
T 0 500
T.0.600
TO.7oo,
T.0.800
FIRE PROTECTION PLAN 4 DETAILS
EMS COVER SWEET
EMS FLOOR ::PLAN/EMS DATA LINK
RISER DIAGRAM DETAIL
INTERFACE PANEL
:Hoc CONTROLLER INPUT DETAILS
HVAC, CONTROLLER DETAILS OUTPUTS
GE SOFTINIRED CONTACTOR PANEL
SpFTWIRING DETAILS/SCHEDULES
PIR WIRING DETAILS
FILE
Permit No-
an -eview appooval s stied effewand
does not
i2rovat cf COliStaletiOn
hnri74
e &proved Fieki Copy am!
ed:
LLA
1 b5
RECEIVED
Drawing No
MAY 1 1. 2017
PERMIT CENTER
STOCK SHELVING (MOBILE AND
FIXED). SEE SHEET A.1.g00 FOR
MORE INFORMATION (TYP)
EXISTING COMPUTER
CABINET TO REMAIN
87' -0"
4' -6"
EMPLOYEE LOCKERS
r
lEXISTING AUDIO
CABINET
1
1
1
--1
1
1
— _I
RECEIVING/PROCESSING AREA
E3B -IO
E38 -1O
E38 -10
E3B -10
E38 -10
ANTI -TIP BRACKET FOR STOCK —�
SHELVING, SEE DETAIL ON
% EE'L. kl.f4k IY-1' )
E35 -10
EXISTING BENCHES TO REMAIN. —�
TOP WITH NEW SEAT.
SEE SHEET A.1.720 FOR DETAILS
(TYP)
EXISTING GRAPHIC FRAME
TO REMAIN (TYP)
EXISTING COATHOOKS
TO REMAIN (TYP)
EXISTING MIRROR TO
REMAIN (TYP)
EBB -10
E3B -10
E45 -10
E48 -10
MC -3285
E48 -10
E48 -10
MC -3285
E48 -10
E48 -10
MC -3285
E4B -10
E48 -10
MC -3285
E48 -10
E48 -10
MC -3285
o CD
0 WI
u
;r
f
E4A -IO
E4A •10
MC -324q
E4A -IO
E4A --10
MC -324q
E4A -1O
:11
E4A -I0
MC -3249
E4A -IO
I�
E4A -IO
MC -324q
E4A -10
E4A -10
MC -3249
u+� EAR srox -1
CABINET
DETACHABLE MIRROR AND
MIRROR BRACKETS. TOP OF
MIRROR SHALL BE q6" A.F.F.
DETACHABLE MIRROR AND
MIRROR BRACKETS. TOP OF
MIRROR SHALL BE q6" A.F.F.
CASH $ WRAP - TURN. BY TENANT,
INST. BY G.0 SEE SHEET A.1.q40
FOR DETAILS.
DENIM BAR/GRAPHIC
FRAME CLUSTER
- RELOCATED COATHOOK
ASSEMBLY MOUNTED AT 4' -0"
A.F.F. TO CENTERLINE OF
HOOKS
NOTE:
G.C. SHALL STRUCTURALLY
BRACE ALL "END CAP"
SHELVING AS REQUIRED TO
WITHSTAND POSSIBLE IMPACT
FROM ROLLING SHELVING.
NNTE:
SEE SHEET A.I.g00 FOR DETAILS OF
ALL STOCKROOM SHELVING
SHELVING COMPONENTS - FURN. BY
TENANT, INST. BY G.C.
NOTE:
SEE SHEET A.1.g10 FOR DETAILS OF
ALL MISC. STOCKROOM FIXTURES
FURN. BY TENANT, INST. BY G.G.
NOTE:
PRIOR TO INSTALLATION OF STOCKROOM SHELVING 4
STOCKROOM ACCESSORY ITEMS, G.C. SHALL VERIFY
THAT ALL STOCKROOM COMPONENTS CAN BE
INSTALLED AS SHOWN ON THIS DRAWING. IF FIELD
CONDITIONS PROHIBIT INSTALLATION AS SHOWN, OR
PRESENT OPPORTUNITIES FOR EXPANSION, G.C.
SHALL NOT CONTINUE WITH ANY INSTALLATION AND
NOTIFY TENANT FIELD REP IMMEDIATELY.
NEW MIRROR MOUNTED
OPPOSITE BENCH 0 6' -8" A.F.F.
SEE A.1.720 FOR TYPICAL
DETAILS
NEW 4' -0" x 2' -0" BENCH
RELOCATED EXISTING SMALL
GRAPHIC FRAME MOUNTED AT
4' -611" A.F.F. TO BOTTOM OF
FRAME.
SHELVING END TREATMENT LEGEND
PREFAB PUNCHED METAL BRACKETS WITH FOLDING
SHELF. SEE DETAIL A/A.I.g00 AND /OR A/A.2.g00
(TIT)
PREFAB PUNCHED METAL BRACKETS (PARTIAL WEIGHT).
SEE DETAIL A /A.I.g00 AND /OR A/A.2.g00 (TYP)
PREFAB PUNCHED METAL BRACKETS (FULL HEIGHT).
I SEE DETAIL B /A.I.g00 AND /OR B /A.2.g00(TYP)
LADDER HANG BRACKET. SEE DETAIL C/A.1.g00
AND /OR C /A.2.g00 (TYP)
,
NOTE:
SEE SHEET A.I.g20 FOR DETAILS OF ALL
MISC. SALES /FITTING ROOM FIXTURES
FURN. BY TENANT, INST. BY G.C.
t
FIXTURE PLAN
SCALE: 1/4" 1' - 0"
SQUARE FOOTAGE
AREA
SQ. FT.
SALES AREA
4, 715
76%
FITTING ROOMS
472
8%
STOCK ROOM
716
12%
TOILET ROOM(5)
82
1%
EGRESS CORRIDOR
167
3%
OFFICE
N/A •
N/A
J
TOTAL.
6,152
100%
DENIM BAR/GRAPHIC
FRAME CLUSTER
- RELOCATED COATHOOK
ASSEMBLY MOUNTED AT 4' -0"
A.F.F. TO CENTERLINE OF
HOOKS
NOTE:
G.C. SHALL STRUCTURALLY
BRACE ALL "END CAP"
SHELVING AS REQUIRED TO
WITHSTAND POSSIBLE IMPACT
FROM ROLLING SHELVING.
NNTE:
SEE SHEET A.I.g00 FOR DETAILS OF
ALL STOCKROOM SHELVING
SHELVING COMPONENTS - FURN. BY
TENANT, INST. BY G.C.
NOTE:
SEE SHEET A.1.g10 FOR DETAILS OF
ALL MISC. STOCKROOM FIXTURES
FURN. BY TENANT, INST. BY G.G.
NOTE:
PRIOR TO INSTALLATION OF STOCKROOM SHELVING 4
STOCKROOM ACCESSORY ITEMS, G.C. SHALL VERIFY
THAT ALL STOCKROOM COMPONENTS CAN BE
INSTALLED AS SHOWN ON THIS DRAWING. IF FIELD
CONDITIONS PROHIBIT INSTALLATION AS SHOWN, OR
PRESENT OPPORTUNITIES FOR EXPANSION, G.C.
SHALL NOT CONTINUE WITH ANY INSTALLATION AND
NOTIFY TENANT FIELD REP IMMEDIATELY.
NEW MIRROR MOUNTED
OPPOSITE BENCH 0 6' -8" A.F.F.
SEE A.1.720 FOR TYPICAL
DETAILS
NEW 4' -0" x 2' -0" BENCH
RELOCATED EXISTING SMALL
GRAPHIC FRAME MOUNTED AT
4' -611" A.F.F. TO BOTTOM OF
FRAME.
SHELVING END TREATMENT LEGEND
PREFAB PUNCHED METAL BRACKETS WITH FOLDING
SHELF. SEE DETAIL A/A.I.g00 AND /OR A/A.2.g00
(TIT)
PREFAB PUNCHED METAL BRACKETS (PARTIAL WEIGHT).
SEE DETAIL A /A.I.g00 AND /OR A/A.2.g00 (TYP)
PREFAB PUNCHED METAL BRACKETS (FULL HEIGHT).
I SEE DETAIL B /A.I.g00 AND /OR B /A.2.g00(TYP)
LADDER HANG BRACKET. SEE DETAIL C/A.1.g00
AND /OR C /A.2.g00 (TYP)
,
NOTE:
SEE SHEET A.I.g20 FOR DETAILS OF ALL
MISC. SALES /FITTING ROOM FIXTURES
FURN. BY TENANT, INST. BY G.C.
t
FIXTURE PLAN
SCALE: 1/4" 1' - 0"
SQUARE FOOTAGE
AREA
SQ. FT.
SALES AREA
4, 715
76%
FITTING ROOMS
472
8%
STOCK ROOM
716
12%
TOILET ROOM(5)
82
1%
EGRESS CORRIDOR
167
3%
OFFICE
N/A •
N/A
TOTAL.
6,152
100%
NOTE:,
EXISTING CONSTRUCTION (SW -IOWN GHOSTED) TO
REMAIN. REFURBISH AS INDICATED /REQUIRED.
REVIEWED FOR
CODE COMPLIANCE
APPROVED
MAY 21. 2012
City of Tukwila
BUILDING DIVISION
1
RECEIVED
MAY 112012
PERMIT CENTER
c�h
rg
ismi
.0
.0
REGISTERED
ARCHITECT
KENNETH L. BUTTS
STATE OF WASHINGTON
JAN 24 Zo'
1
0_
I
No.
478
Drawn by:
A roved
Drawing No.
A.0.106
fl-
in
0
I
MOBILE STORAGE SYSTEMS, INC
2916 WILSON, sW WALKER,, MI 4%44-761.4 t+N'
(Soo) asp -i n FA* (so 7n1-to n1L1
LE.H50M
NTTPd/MW.PIPPM001LE GOM
INSTALLATION INSTRUCTION PREPARED FOR:
AMERICAN EAGLE
OUTFITTERS
FOR TECHNICAL ASSISTANCE
DURING BUSSINESS 1 -TOURS (8AM - 5PM EST)
1- 800 - 234 -7477 EXT 4076 JIM RAPER
1 -800 -234 -7477 EXT 4064 ANDREW AUSTIN
AFTER BUSSINESS HOURS
1 -600- 234 -7477 EXT 55
YOUR MESSAGE WILL BE SENT TO AN ON -CALL
PROJECT MANAGER WHO WILL PROMPTLY RETURN
YOUR CALL.
ALL PIPP CARRIAGES ARE EQUIPPED WITH THE
TOLL FREE NUMBER FOR URGENT INSTALLATION
OR REPAIR MATTERS.
STEP #4 INSTALL ANTI -DRIFT MECHANISM
VIEW SHOWN IN UNLOCKED POSITION
1. THE POST -LOCK BRAKES ARE SHIPPED IN A SEPARATE ACCESSORY BOX.
2. THE CHANNELS ARE PRE - ASSEMBLED WITH A MOUNTING STUD INSTALLED.
NOTE: WASHER AND NUT INSTALLED ON STUD. (NUT MOUNTED BACKWARDS
FOR SHIPPING).
5. REMOVE NUT AND WASHER AND INSTALL BRAKE ASSEMBLY. STUD GOES
THROUGH LOWER SLOTTED HOLD IN BRAKE ASSEMBLY.
4. BRAKE SEATS ON CHANNEL OVER STUD. INSTALL 4 END SCREWS,
INSTALL WASHER AND 1/4 20 STAR/WASHER NUT AND TIGHTEN.
5. ADDITIONAL SLOTTED HOLES AND END EXTRUDED HOLE TO BE USED IN
SECURING CORNER OF SHELVING TO CORNER BRAKE ASSEMBLY. NOTE:
POSITION AND SECURE SHELVING AT BRAKE CORNER FIRST.
EIRAKE DETAIL
NO SCALE
POSmVE CARRIAGE LOCK TRICK
1N -TRACK ANTI -TIP TRACK
TYPICAL "2 TRACK" MOBILE SYSTEM
IN -TRACK ANTI -TIP ALUMS
POSITIVE CARRIAGE LOCK TRACK
"2 TRACK" CARRIAGE DETAIL
A.1.g01
No SCALE
STEP #1 CONFIRM PARTS TO PACKING LIST
PARTS DESCRIPTION
Jx X sY' ANCHOR DOLT
NEAR DLI T TRACK
UNINSTLAITIVIT
1.1' DUMETNt
Y'X2'NAIL-IN
ANY OR ALL OP THE ICNA D* PARTS MAT DE NC.UPW N TOUR SONDE
COMM ALL PARTS AND GUAM= TO TM PAWNS LIST wag
ODONNING NIITALLATX L
Casaletb
INT
MASSNART . MD SIL71
MD SOLT 12
N -TRACK ANTI -1111 TRAM •
NEAR' DUTT DO STOP SSE TEK SCRIM
(MIK SOOLT NTH
Ir
„tAIMIPP
POSITIVE LOOKING ORME
TRACK
RUDER WIPER
CROSS ORAOON DETAIL
FARTS LIST
NO SCALE.
POSITIVE LOCKING BRAKE SYSTEM
POSITIVE harms maw
PG•GARpME ANNIOLT
1
'TRACE AIN7'SLT MIN NflSIAL MON CO NN
• MASTER LINK INSTALLED AT FACTORY
TRACK:
POSITION POSI -LOCK TRACK ON THE AISLE SIDE OF THE MOBILE SYSTEM.
POSITION CHAIN SLOT TO THE AISLE.
THE CHAIN I5 APPROXIMATELY 4 INCHES SHORTER THAN THE TRACK. IT HAS
BEEN PRE - ASSEMBLED WITH ONE FIXED END AND ONE ADJUSTABLE END.
DETERMINE WHAT SIDE OF THE SYSTEM SIDE THERE IS ACCESS WITH AN
ALLEN WRENCH FOR ADJUSTMENT. YOU WILL FEED THE CHAIN THROUGH THE
OPPOSITE END. AFTER THE TRACK 14A5 BEEN STAGED FOR INSTALLATION
(BEFORE USING THE ANCHORS) FEED THE CHAIN THROUGH THE TEE SLOT.
WITH THE CHAIN THROUGH THE TRACK, SECURE THE TRACK WITH ANCHORS
PROVIDED.
SEAT THE NON - ADJUSTING TEE IN THE CHAIN SLOT. PULL THE CHAIN
TOWARDS THE ADJUSTING END. INSTALL ADJUSTER TEE NUT AND 1/4 -20
ALLEN SCREW. SNUT ALLEN SCREW UNTIL TENSION I5 EXHIBITED ON THE
CHAIN. NOTE: DO NOT OVER TIGHTEN THE CHAIN IN TRACK. CHAIN MUST BE
ABLE TO MOVE EASILY SIDE TO SIDE WITHIN THE CHAIN POCKET IN THE
TRACK.
BRAKE DETAIL
A.1.g01 No SCALE
TYPICAL "3 TRACK" MOBILE SYSTEM
STEP #2 INSTALL STATIONARY SHELVING
1. INSTALL STATIONARY SHELVING AT ONE END (WHERE APPLICABLE).
2. START BOTTOM SHELF AT 3" OFF FINISHED FLOOR.
3. FASTEN TOP AND BOTTOM SHELVES PERMANATELY TO STANDARDS.
4. FASTEN ALL STATIONARY SHELVING TO WALL.
FIXED SHELVING DETAIL
SEE NOTE 5
NO SCALE
STEP #5 IN -TRACK ANTI -TIP (OPTION)
THE GUIDE IS DESIGNED TO 8E INSERTED INTO THE TRACK AFTER THE
TRACK I5 IN THE APPROXIMATE LOCATION, BUT PRIOR TO COMPLETELY
SECURING IT TO THE FLOOR.
THE SYSTEM IS SHIPPED COMPLETELY ASSEMBLED, HOWEVER, IF THE MOUNT
ASSEMBLY CANNOT BE INSERTED INTO
THE TRACK, IT I5 POSSIBLE TO REMOVE AND RE- INSTALL THE MOUNT
ASSEMBLY. THE MOUNT ASSEMBLY MUST SE PLACED IN THE ORIGINAL
FACTORY LOCATION. THE SYSTEM WILL NOT WORK IF THE MOUNT ASSEMBLY
IS NOT PLACED PROPERLY. SECURE THE SHELVING TO THE CARRIAGES WITH
INSTALLER SUPPLIED HARDWARE.
THRUST WASHER -EZI50
FLANGED HUSHING-F/140 ANGLE- ALUORO
2- BOLT- CARI55_ 04-204 GRS)
2- WASHER PLAIN -MACES
CARRIAGE CHANNEL- ALUI00
PIPP INTRACK ANTI -TIP
-~0
MOUNT ASSY CAIi330-1
HEAVY DUTY TRACK (PHDT) WITH
STEEL UNDERLAYMENT
THE PIPP IN -TRACK ANTI -TIP SHOWN ABOVE WILL BE SHIPPED WITH
THE HEAVY DUTY TRACK SHOWN TO THE RIGHT. CONNECT THE HEAVY DUTY
TRACK USING THE UNDERLAYMENT AS A GUIDE AND SECURE TO THE FLOOR
THROUGH THE MID -TRACK ANCHOR HOLES.
F1 ANTI -TIP DETAIL
A.1.g01
PIPP HEAVY DUTY TRACK
NO SCALE
POSITIVE CARRIAGE LOCK TRACK
IN- TRACK ANTI -TIP ALUMS
"3 TRACK" CARRIAGE DETAIL
NO SCALE
STEP #3 INSTALL TRACK (STAGGER JOINTS)
ALIGN ASSEMBLED TRACK PARALLEL TO WALL OR AISLE, WITH APPROXIMATELY 2 "CLEARANCE FROM ANY
OBSTACLE. USING THE HOLES IN THE TRACK AS A GUIDE, DRILL 1/4" HOLE'S INTO CONCRETE FLOOR DEEP
ENOUGH FOR THE END STOP FASTENERS. CLEAN CONCRETE DUST FROM HOLE.
HAMMER THE FASTENER'S THROUGH THE END STOP AND TRACK INTO FLOOR. CONFIRM JOINTS ARE STILL
PROPERLY SEATED, AND TRACK I5 STRAIGHT. DRILL HOLE'S FOR END STOP AT OPPOSITE END OF TRACK.
HAMMER FASTENER'S THROUGH END STOP. MAINTAINING CAREFUL ALIGNMENT, INSTALL MID -TRACK FASTENERS.
2' SPACING FROM
wAI I
ANCHOR BOLT
END STOP
1Y' NAIL -IN
END STOP
STEEL UNDERLAYMENT
ATTACHED TO TRICK
STEEL UNDERLAYMENT OUT SACK
5' FOR FUTURE ADDITIONS
MID -TRACK ANCHOR HOLE
dettiti4ipir._
MID -TRACK ANCHOR HOLE
STEEL UNDERLAYMENT
EXTENSION
STEEL UMrERLAYMENT CUT SACK 5'
HEAVY DUTY TRACK
ALIGN UNDERLAYMENT EXTENSION WITH CONNECTING TRACK.
HAVE AN ASSISTANT GENTLY TAP THE END OF THE TRACK
UNTIL SECTIONS ARE SEATED FLUSH.
ALIGN REMAINING TRACK PARALLEL TO FIRST TRACK USING WHEEL CENTERS. ENSURE
WHEEL I5 CENTERED IN THE CHANNEL: ANCHOR ON END OF THE TRACK. •
TEST PARALLELISM BY ROLLING SEVERAL CARRIAGES ALONG THE TRACK RUN USING
FULL BODY WEIGHT. TO CONFIRM PARALLELISM MAKE SEVERAL TRACK TO TRACK
MEASUREMENTS ALONG EACH RUN.
- CARRIAGES SHOULD ROLL FREELY WITH MINIMUM LATERAL WHEEL MOVEMENT.
-THE TRACK ENDS SHOULD BE SQUARE AND ALIGNED.
CONFIRM TRACK JOINTS ARE FULLY SEATED. ANCHOR END STOPS THROUGH TRACK
WITH END STOP FASTENERS AS ABOVE. ANCHOR MID -TRACK FASTENERS.
CO TRACK DETAIL
STEP #6: ATTACH SHELVING TO CARRIAGES
ATTACH SHELVING TO MOBILE CARRIAGE
USING (1) *12 TEKS SCREW AT EACH
CORNER.
ATTACH UPRIGHT THROUGH
HOLE IN CORNER PLATE
WITH #12 TEK SCREWS.
ATTACH UPRIGHT THROUGH
HOLE IN CORNER PLATE
WITH #12 TEK SCREWS.
SHELVING DETAIL
ATTACH UPRIGHT THROUGH
HOLE IN CORNER PLATE
WITH #12 TEK SCREWS.
ATTACH UPRIGHT THROUGH
HOLE IN CORNER PLATE WITH
#12 TEK ;SCREWS.
No SCALE
SEE DETAIL G /A.1.4101
SHELVING DETAIL
SEE DETAIL G/A.1.901
No SCALE
REVIEWED-FOR
CODE COMPLIANCE
APPROVED
MAY 21 2012
City of Tukwila
BUILDING DIVISION
UPRIGHT OR FIXED
SHELVING UNIT
NOTE:
ANCHOR ALL FIXED UNITS WITH
SCREWS AT EACH UPRIGHT TO
WALL MOUNTED HORIZONTAL
FURRING STRIP LOCATED AT
TOP OF FIXED UNITS. ATTACH
STEEL ANGLE AT BOTTOM OF
EACH UPRIGHT
1/4" X 2" X 2" STEEL ANGLE
SECURED TO SLAB W/ 3 /8 "DIA.
X 2 1 /4p POWER -BOLT PER ICC
REPORT NO. ER -5225. (TYP.
AT EACH SHELF UPRIGHT)
FIXED SHELVING FLOOR CLIP DETAIL
RECEIVED
MAY 11 2012
PERMIT CENTER
NOTE:
DETAILS, NOTES, AND /OR SPECIFICATIONS ON
THIS SWEET NOT LISTED ALPHABETICALLY OR
NUMERICALLY HAVE BEEN PURPOSELY OMITTED
AND DO NOT PERTAIN TO T1-HS PROJECT.
41
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3405
REGISTERED
ARCHITECT
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N H L. BUTTS
STATE OF WASHINGTON
AN 2 4 2011
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Store No.
47a
Drawn by:
Approved
Drawing No.
A.1.901
— STORE CHAIN CODE
I—
SHELVING LENGTH
CONFIGURATION SERIES CODE
FSHELVING HEIGHT
E4A -10
E4A -10
E4A -10
E4A -10
MC -3237
�31- 0 "/4' -0 "�
FIXED
SHELVING
UNIT
^ 31- 0 "/4' -0"
�c-
:o I
I L NOMINAL CARRIAGE DIMENSIONS
MOBILE CARRIAGE
MOBILE
SHELVING
UNIT
SHELVING /CARRIAGE KEY
GENERAL NOTES:
• SEE SHEET IA.0.1301 FOR SHELVING LAYOUT
• SEE SHEET IA.1.g01' FOR MANUFACTURER'S INSTALLATION
INSTRUCTIONS
• INSTALL TRACK PER MANUFACTURER'S INSTRUCTIONS.
TRACK MUST BE LEVEL (USING SHIMS AS REQ'D.) TO
INSURE PROPER OPERATION. MAINTAIN 2" MINIMUM
CLEARANCE BETWEEN EDGE OF TRACK AND WALL. (SEE
SHELVING DETAIL C/A .I.g01)
• INSTALL SHELF UNITS ON MOBILE CARRIAGE. SHELF UNIT
MUST BE SECURED TO UNDER CARRIAGE USING ONE TEK
SCREW IN EACH CORNER. (SEE SHELVING DETAIL G /A.1.g01)
• INSTALL BRAKES ON ALL MOVEABLE CARRIAGES PER
MANUFACTURER'S INSTRUCTIONS. (SEE SHELVING DETAIL
E/A.1 .901)
• INSTALL TWO BUMPERS BETWEEN EACH MOBILE UNIT 71 1/2"
FROM BOTTOM IN PREDRILLED HOLES. (SEE SHELVING
DETAIL K/A.1.g01)
• DOUBLE X BRACES ARE REQUIRED ON MOBILE UNITS ONLY.
FIXED UNITS REQUIRE SINGLE X BRACE. (SEE SHELVING
DETAL 44/A.1 .q01)
• TOP AND BOTTOM SHELVES TO 8E PERMANENTLY FASTENED
IN PLACE USING TWO TEK SCREWS AT EACH END T44RU
CROSS RAIL. (SEE SHELVING DETAIL G /A.1.c101)
• ALL BACK TO BACK SHELF UNITS MUST BE FASTENED
TOGETHER USING AT LEAST FOUR TEK SCREWS PER
VERTICAL UPRIGHT. (SEE SHELVING DETAIL H /A.1.g01)
• ATTACH HANDLE 44" A.F.F. +1- TO CENTER ON MOBILE
UNITS ONLY.
• USE 2 1/2" LEAD DRIVE PINS ON MOBILE TRACK WITH CHAIN
(SEE SHELVING DETAIL E/A.1.g01)
• USE POWER BOLTS ON TRACK WITH ANTI -TIP "I" TAB. (SEE
SHELVING DETAIL - F /A.1.g01)
• ALL BACK TO BACK SHELF UNITS WILL HAVE PLASTIC MESH
SECURED ON THE BACK OF ONE UNIT (WITH METAL STRIPS
AT THE TOP AND BOTTOM AND "ZIP TIED" EVERY 16"
THROUGH THE CUT OUT) BEFORE UNITS ARE JOINED.
• CONTRACTOR TO CONSULT TENANT ONSITE CONSTRUCTION
REPRESENTATIVE REGARDING PLACEMENT OF WARNING
PLACARDS.
NOTCH 59
NOTCH 54
NOTCH 49
NOTCH 44
NOTCH 60
NOTCH 58
NOTCH 34
NOTCH 12
NOTCH 1
•
1
V V M
MM •
MM
RUBBER BUMPER o
(TYP.)
b
G.C. TO SECURE
BRACKETS WITH
TWO #12 TEK
SCREWS (TYP)
NOTCH 34/35
NOTCH 29/30
DRY ERASE
BOARD
HANG BAR
PREFAB PUNCHED METAL
BRACKET MOUNTING DETAIL
A.I.g00
SCALE: 1/2 ".1' -0"
(PARTIAL HEIGHT)
A SERIES
NOTCH 59
NOTCH 54
NOTCH 4q
NOTCH! 44
NOTCH 39
NOTCH 34/35
NOTCH 29/30
NOTCH 60
NOTCH 51
NOTCH 44
NOTCH 37
NOTCH 30
NOTCH 23
NOTCH 16
NOTCH
NOTCH 1
NOTCH 19
NOTCH 14
PREFAB PUNCHED METAL
5
BRACKET MOUNTING DETAIL
A.1.g00
SCALE: 1/2 "ir1' -0"
(FULL HEIGHT)
RUBBER BUMPER
0
(TYP. )
13 SERIES
NOTCH 44
0
G.C. TO SECURE
LADDER HANG
BRACKET WITH
TWO #12 TEK
SCREWS
NOTCH 60
NOTCH 58
NOTCH 39
NOTCH 20
NOTCH 1
PREFAB LADDER HANG
BRACKET MOUNTING DETAIL
A.1.g00
SCALE: I/2 "Is1' -O"
N
C SERIES
HANG BAR (7TP.)
RUBBER BUMPER o
( .) o
REVIEWED FOR
CODE COMPLIANCE
APPROVED
MAY 21 2012
City of Tukwila
BUILDING DIVISION
t1,1 (0
RECEIVED
MAY 112012
PERMIT CENTER
NOTE:
DETAILS, NOTES, AND /OR SPECIFICATIONS ON
THIS SHEET NOT LISTED ALPHABETICALLY OR
NUMERICALLY HAVE BEEN PURPOSELY OMITTED
AND DO NOT PERTAIN TO THIS PROJECT.
3405
REGISTERED
ARCHITECT
TH L. BUTTS
STATE OF WASHINGTON
JAN 242018
•
V1
W
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PT-4 lu
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Store No.
47B
Drawn by:
Approved
Drawing No.