HomeMy WebLinkAboutPermit D14-0313 - LULULEMON RACKS - STORAGE RACKSLULULEMON RACKS
21 SOUTHCENTER MALL
D14-0313
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.gov
DEVELOPMENT PERMIT
Parcel No: 9202470130 Permit Number: D14-0313
Address: 21 SOUTHCENTER MALL Issue Date: 10/14/2014
Permit Expires On: 4/12/2015
Project Name: LULULEMON RACKS
Owner:
Name: WESTFIELD PROPERTY TAX DEPT
Address: PO BOX 130940 , CARLSBAD, CA,
92013
Contact Person:
Name: MELANI DANNENBERG Phone: (310) 263-3587
Address: 20521 EARL ST , TORRANCE, CA, 90503
Contractor:
Name: R MILLER INC Phone: (425) 775-3822
Address: 1832198 AVE NE, STE 1, BOTHELL,
WA, 98011
License No: RMILLMI871NH Expiration Date: 8/8/2015
Lender:
Name:
Address:
DESCRIPTION OF WORK:
INSTALLATION OF BACK OF HOUSE PIPP MOBILE STORAGE SYSTEM SHELVING
Project Valuation: $10,000.00
Type of Fire Protection: Sprinklers: YES
Fire Alarm: YES
Type of Construction: IIB
Fees Collected: $491.22
Occupancy per IBC: M
Electrical Service Provided by: TUKWILA FIRE SERVICE Water District: TUKWILA
Sewer District: TUKWILA SEWER SERVICE
Current Codes adopted by the City of Tukwila:
International Building Code Edition:
International Residential Code Edition:
International Mechanical Code Edition:
Uniform Plumbing Code Edition:
2012 International Fuel Gas Code:
2012 WA Cities Electrical Code:
2012 WA State Energy Code:
2012
2012
2014
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:
Water Meter:
Volumes: Cut: 0 Fill: 0
Number: 0
No
Permit Center Authorized Signature:
Date: 1'' 0 1,(1
I hearby certify that I have read and exami ed this permit and know the same to be true and correct. All
provisions of law and ordinances go ernin; 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 anjagree p the cAnditions attached to this permit.
Signature:
Print Name: vlV L�l 1 c� C�C�''
Date: I —„ I(
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.
11: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable
with the following concerns:
12: 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)
13: 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 315.3.1)
14: Flue spaces shall be provided in accordance with International Fire Code Table 3208.3. Required flue
spaces shall be maintained.
9: Sprinklers shall be installed under fixed obstructions over 4 feet (1.2 m) wide. (NFPA 13-8.6.5.3.3)
8: All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department
review and approval of drawings prior to installation or modification. New sprinkler systems and all
modifications to sprinkler systems involving more than 50 heads shall have the written approval of Factory
Mutual or any fire protection engineer licensed by the State of Washington and approved by the Fire
Marshal prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence
without approved drawings. (City Ordinance No. 2436).
18: 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 #2437)
17: 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 #2437) (IFC 901.2)
10: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances
#2436 and #2437)
15: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply
approval of such condition or violation.
16: 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 TUKr...:A
Community Development Department
Public Works Department
Permit Center
6300 Southcenter Blvd., Suite 100
Tukwila, WA 98188
http://www.TulcwilaWA.gov
Building Permit No.
Project No.
Date Application Accepted:
Date Application Expires:
plq-
()11-t— com )
tt,
(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**
SITE LOCATION
King Co Assessor's Tax No.: 1
Site Address: 21 Southcenter Mall
Tenant Name: Lululemon Athletica
PROPERTY OWNER
Name: Westfield Property Tax Department
Address: PO Box 130940
City: Carlsbad State: CA Zip: 92013
CONTACT PERSON — person receiving all project
communication
Name: Melani Dannenberg .
Address: 20521 Earl St.
City: Torrance State: CA Zip: 90503
Phone: (310) 263-3587 Fax:
Email:
GENERAL CONTRACTOR INFORMATION
Company Name: R. Miller, Inc.
Address: 18321 98th Avenue NE, Suite 1
City: Bothell State: WA Zip: 98011
Phone: (425) 775-3822 Fax: (425) 977-4898
Contr Reg No.: RMILLMI871NH Exp Date: 08/08/2015
Tukwila Business License No.: bus — 0ap' i,
'l -o'D
Suite Number: 748 Floor:
New Tenant: VI Yes ❑..No
ARCHITECT OF RECORD
Company Name: /k"-.
E /1 cm 5
Architect Name:/
`'�
` L ail • 0A4/LG/I b Cr.g..--,
Address'ZC+SL E 4.
City r r O.A C.C.,State: C zip: 616567
Phone:3,b.Z, 6 3.3yg7ax:
Email:
ENGINEER OF RECORD
Company Name: Eclipse Engineering
Engineer Name: Rolf Armstrong
Address:
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:
H:\Applications\Forms-Applications On Line12011 Applications\Permit Application Revised - 8-9-11.docx
Revised: August 2011
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BUILDING PERMIT INFORMATIO'. E06-431-3670
Valuation of Project (contractor's bid price): $ I K
Describe the scope of work (please provide detailed information):
Installation of back of house Pipp Mobile Storage System shelving.
Will there be new rack storage? m Yes
Existing Building Valuation: $
111.. No If yes, a separate permit and plan submittal will be required.
Provide 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
Vt Floor
3/
/ 77
2nd Floor
3rd Floor
Floors thni
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:
*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 PROTECTION/HAZARDOUS MATERIALS:
Floor area of accessory dwelling:
O Sprinklers ❑ Automatic Fire Alarm ❑ None ❑ Other (specify)
Will there be storage or use of flammable, combustible or hazardous materials in the building? 0 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.
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Page 2 of 4
PUBLIC WORKS PERMIT INFO1 ATION — 206-433-0179
Scope of Work (please provide detailed information):
Ca11 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
❑ .. Highline
❑...Valley View 0 .. Renton
0...Sewer Availability Provided
❑ .. Renton
❑ .. Seattle
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.
Submitted with Application (mark boxes which apply):
❑ ...Civil Plans (Maximum Paper Size — 22" x 34")
❑ ...Technical Information Report (Storm Drainage)
0 ...Bond ❑ .. Insurance 0 .. Easement(s)
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 0
Non Right-of-way 0
❑ ...Total Cut
❑ ...Total Fill
cubic yards
cubic yards
❑ ...Sanitary Side Sewer
0 ...Cap or Remove Utilities
0 ...Frontage Improvements
❑ ...Traffic Control
❑ ...Backflow Prevention - Fire Protection
Irrigation
Domestic Water
❑ .. Geotechnical Report
❑ .. Maintenance Agreement(s)
❑...Traffic Impact Analysis
❑ ... Hold Harmless — (SAO)
❑ ... Hold Harmless — (ROW)
❑ .. Right-of-way Use - Profit for less than 72 hours
❑ .. Right-of-way Use —Potential Disturbance
❑ .. Work in Flood Zone
❑ .. Storm Drainage
El .. Abandon Septic Tank
❑ .. Curb Cut
❑ .. Pavement Cut
❑ .. Looped Fire Line
❑ .. Grease Interceptor
El .. Channelization
❑ .. Trench Excavation
❑ .. Utility Undergrounding
0 ...Permanent Water Meter Size... WO #
❑ ...Temporary Water Meter Size .. WO #
❑ ...Water Only Meter Size WO # 0 ...Deduct Water Meter Size
❑ ...Sewer Main Extension Public 0 Private 0
❑ ...Water Main Extension Public 0 Private 0
FINANCE INFORMATION
Fire Line Size at Property Line Number of Public Fire Hydrant(s)
0 ...Water 0 ...Sewer 0 ...Sewage Treatment
Monthly Service Billing to:
Name: Day Telephone:
Mailing Address:
Water Meter Refund/Billing:
Name:
Mailing Address:
City
State Zip
Day Telephone:
City
State Zip
H:\Applications\Forms-Applications On Line\2011 Applications\Permit Application Revised - 8-9-1 Ldocx
Revised: August 2011
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Page 3 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 O AUTHORIZED AGENT:
Signature:
Print Name:
Date: q• Z 3.r / 7
Day Telephone: 7-66 . 3 ta5 6/
Mailing Address: 1 S'3 Z I 7 v'- � l� � /'' z I B OA-1 W q.a ?>
City State Zip
H:\Applications\Forms-Applications On Line\2011 Applications\Permit Application Revised - 8-9-I I.docx
Revised: August 2011
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Cash Register Receipt
City of Tukwila
DESCRIPTIONS I ACCOUNT I QUANTITY
PermitTRAK
PAID
$491.22
D14-0313 Address: 21 SOUTHCENTER MALL Apn: 9202470130 $491.22
DEVELOPMENT $476.90
PERMIT FEE
R000.322.100.00.00
0.00
$286.30
PLAN CHECK FEE
R000.345.830.00.00
0.00
$186.10
WASHINGTON STATE SURCHARGE
B640.237.114
0.00
$4.50
TECHNOLOGY FEE $14.32
TECHNOLOGY FEE
TOTAL FEES PAID BY RECEIPT: R3155
R000.322.900.04.00
0.00
$14.32
$491.22
Date Paid: Thursday, September 25, 2014
Paid By: R. MILLER INC.
Pay Method: CHECK 12635
Printed: Thursday, September 25, 2014 9:07 AM 1 of 1
CRWSYSTEMS
INSPECTION NO. Retain a copy with permit U 17-033
PERMIT NO.
INSPECTION RECORD \ II
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-360
Permit Inspection Request Line (206) 438-9350
Project:
Type of Inspection-
"
Address
eM SUANCVAA4(4— Mg. /I
Date Date Called:
Special Instruchons:
Cii(- 5
ivM.
Date Wanted:
a.m.
Requeler,
Phone No:
ElApproved per applicable codes. Corrections required prior to approval.
COMME
17Lq
cff Inspector:
_.....-----
DateLf 7 -iS
REINSPE ON FEE REQUIRED. Prior to next inspection. fee must be
paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection.
INSPECTION NUMBER
INSPECTION RECORD
Retain a copy with permit
/VCR / 5
> V- 0/sue
/'/5 -- !9-t
) .l J, I `._ ,n / /N ?
I �r PERMIT NUMBERS
D) C(— 0 313
CITY OF TUKWILA FIRE DEPARTMENT
206-575-4407
Project: ` ,
___(...4 / t.„,,
,r
a., t-0--7.- - \
Type f Inspection:
1/4 Z---7P/e-yz_
/ ,. .
,_
Address:
Suite #:
/�
Contact Person:
/
/
Special Instructions:
Phone No.:
Approved per applicable codes.
/\
Corrections required prior to approval.
COM{ M//wENTS: /}�f
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p//€
A. E '--"�/ l Y( — f L r
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Needs Shift Inspection:
Sprinklers:
Fire Alarm:
Hood & Duct:
Monitor:
Pre -Fire:
Permits:
Occupancy Type:
Inspector: --
!
�
4
Date: ,/ U % 2-4 y
Hrs.:
/ 1'
$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:
Address:
Company Name:
City:
State:
Zip:
Word/Inspection Record Form.Doc
3/14/14
T.F.D. Form F.P. 113
OTTO ROSENAU & ASSOCIATES, INC.
October 23, 2014
California Special Inspections
44444 Buena Vista Way
Lancaster, CA 93536
Geotechnical Engineering, Construction Inspection & Materials Testing
6747 M. L. King Way South, Seattle, Washington 98118-3216 USA
Tel: (206) 725-4600 • Toll Free: (888) OTTO-4-US • Fax: (206) 723-2221
WBE W2F5913684 • WABO Registered Agency • Website: www.ottorosenau.com
Project: Lulu Lemon
Site Address: 21 Southcenter Mall, Tukwila
ORA Job No.: 14-0708
FINAL REPORT
\DI'-I0313
We herewith certify that we have completed the following special inspections. To the best of our knowledge, the
work inspected was in conformance with the approved plans and specifications and the applicable workmanship
provision of the building code. Our knowledge is limited to our reports.
All typewritten reports have been sent to your office or are enclosed. All reports appear to be complete. This report
should not be considered as a warranty for conditions and/or details of the building.
Item(s) inspected:
1. Expansion anchor bolt installation
Sincerely,
OTTO ROSENAU & ASSOCIATES, INC.
Susan Rosenau-Moser
Vice President
RECEIVED
CITY OF TUKWILA
MAR 2 3 2015
PERMIT CENTER
OTTO ROSENAU & ASSOCIATES, INC.
Geotechnical Engineering, Construction Inspection & Materials Testing
PROPRIETARY ANCHOR MECHANICAL INSPECTION REPORT
Job Number: 14-0708
Project:
Lulu Lemon Store - Tukwila
Address: 21 Southcenter Mall, Tukwila
Inspector: Dwayne Helgeson
Report Number: 242272
Permit Number: D14-0313
Client: California Special Inspections
Address: 44444 Buena Vista Way, Lancaster
Date: 10/15/14
Description/Location: Inspected the installation and torqueing of 3/8" KB-TZ Kwik Bolts at base of shelving system in stock room.
Intended Use:
Shelf anchor bolts
Building Code & Year: 2012 IBC
Size & Quantity: 3/8" (18 total)
Anchor Style: // Expansion 0 Screw • Sleeve • Drop In Anchor
ESR Number: 1917
Anchor Manufacturer: Hilti
Anchor Type: KB-TZ
Hole Diameter: 3/8"
Hole Depth: 2 Yz'
Required Embedment: 2''A"
Anchor Length: 3"
Concrete Thickness: N/A
Concrete Strength: N/A
Base Material: ►/ Normal Weight Concrete ■ Light Weight Concrete ■ CMU
■ Brick • Composite Deck
Hole Cleaning: Compressed Air •
Hand Pump ■ Other:
ORA Torque Wrench ID: 5999
Torque: 40
ft-Ibs
Drill Bit (ANSI B212.15): ►:/ Yes • No
Weather: Indoors
Ambient Temperature: 70°F
Comments
Work inspected was found to be done in accordance with the approved project documents.
Reference Standard(s) Used:
Copies to:
X Client Engineer
Owner Contractor
Architect Building Dept.
Others
Technical Responsibility:
Conforms X Does Not Conform
RECEIVED
CITY OF TUKWILA
MAR 2 3 2015
PERMIT CENTER
Jeff Rabe, Project Manager
This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report,
except in full, without written permission from our firm is strictly prohibited.
Page 1 of 1
6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725-4600 or 1-888-OTTO-4-US - Fax (206) 723-2221
Form No.: ADMIN-87-02(Rev 05/13)
ECLI PSE
ECLIPSE -ENGINEERING . C O M
ENGINEERING
..,.
doorliiat May
9L.*
Structural Calculations
Steel Storage Racks
By Pipp Mobile Storage Systems, Inc.
PIPP PO #116788 SO #346584
Lululemon #10503 SEP 1
Westfield Southcenter Mall
21 Southcenter Mall - Space #748
Tukwila, Washington 98188
Prepared For:
Pipp Mobile Storage Systems, Inc.
2966 Wilson Drive NW
Walker, MI 49544
REVIEWED FOR
CODE COMPCIANCE
APPROVED
OCT 09 2014
BUILDINGCity
DIVISION
RECEIVED
CITY OF TUKWILA
SEP 2 5 2014
PERMIT CENTER
Please note: The calculations contained within justify the seismic 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 2012 International Building Code. These storage racks are not accessible to the
general public.
P114 o,t'3
MISSOULA WHITEFISH
U3 West Mail. Stile B. M ssoula, MT 59802
Phone: (406) 721-5733 • Fax (406) 721.4988
1005 Baker Ave, Suite E, Whdefah. MT 59937
Phone: (406) 862-3715 • Fax 406862.3718
SPOKANE BEND
421 West Riverside Ave., Suite 421 Spokane, WA 99201
Phone: (509) 921.7731 • Fax (509) 921-5704
376SWBu6Dmre,Suite 8,Bend, 0R 97702
Phone: (541) 3899659 • Fax (541) 312.8708
ECLI PSE
ENGINEERING
LULULEMON #10503 9/10/2014
TUKWILA, WA Rolf Armstrong, PE
Pipp Mobile STEEL STORAGE RACK DESIGN
2012 IBC & 2013 CBC - 2208 & A5CE 7-10 - 15.5.3
Design Vertical Steel Posts at Each Corner : plf:= Ib.ft 1
Shelving Dimensions: psf:= Ib•ft 2
Total Height of Shelving Unit- ht:= 9.00•ft pcf:= Ib.ft3
Width of Shelving Unit - w := 4.00.ft ksi := 1000.113. in 2
Depth of Shelving Unit - d := 1.25• ft kips := 1000• Ib
Number of Shelves - N := 8
Vertical Shelf Spacing - S := 15.43. in
Shelving Loads:
Maximum Live Load on each shelf is 75 Ibs:
Weight per shelf - Wt1 := 75• lb
Load in psf - Wti
LL; :=
w•d
Design Live Load on Shelf- LL := LLB
Dead Load on Shelf - DL := 2.50• psf
Section Properties of Double Rivet 'L' Post :
Wti = 75 lb
LLi = 15• psf
LL = 15. psf
Modulus of Elasticity of Steel - E := 29000. ksi b := 1.5 in
h:= 1.5•in
Steel Yield Stress - Fy := 33• ksi ry := 0.47 in
Section Modulus in x and y - S, := 0.04•in3 := 0.47. in
Moment of Inertia in x and y - IX := 0.06. in4 t := 0.075. in
Full Cross Sectional Area - Ap := 0.22• in2 h,:= 1.42 in
bc:= 1.42.in
Length of Unbraced Post - LX := S = 15.43• in Ly:= S = 15.43• in Lt:= S = 15.43• in
Effective Length Factor- KX:= 1.0 Ky:= 1.0 Kt:= 1.0
Section Properties Continued:
Density of Steel - psteel := 490. pcf
Weight of Post - Wp := psteel. Ap. ht Wp = 6.74. lb
Vertical DL on Post - Pd := DL• w• .25d• N + Wp Pd = 31.741b
Vertical LL on Post- Pi := LL• w• .25. d• N Pi = 1501b
Total Vertical Load on Post - Pp := Pd + Pi Pp = 181.74• Ib
1
ECLI PSE
ENGINEERING
LULULEMON #10503 9/10/2014
TUKWILA, WA Rolf Armstrong, PE
Floor Load Calculations :
Weight of Mobile Carriage: We := 0• lb
Total Load on Each Unit: W:= 4. Pp + We W = 726.95 lb
Area of Each Shelf Unit: Au := w•(d + 9in) Au = 8ft2
Floor Load under Shelf: PSF := W
Au
NOTE: SHELVING LIVE LOAD IS CONSISTENT WITH 100 psf REQ'D FOR RETAIL FLOOR LOADING
PSF = 91• psf
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 := 1.458 51:= 0.544
Determine the Site Class - Class D
Determine Fa and F, - Fa := 1.000 F,:= 1.500
Determine SMs and SM1 _ SMs := Fa: Ss SM1 := Fv. S1
SMs = 1.458 SM1= 0.816
Determine Sinand SDI _ SDS 3 • SMs SDI 3 • SM1
SDS = 0.972 SDI = 0.544
Structural System - Section 15.5.3 ASCE-7:
4. Steel Storage Racks
Total Vertical LL Load on Shelf -
Total Vertical DL Load on Shelf -
R:= 4.0
Rp:= R
WI:= LL•w•d
S2o:= 2
ap := 2.5
Wp
Wd := DL w• d + 4• N
Seismic Analysis Procedure per ASCE-7 Section 13.3.1:
Average Roof Height - hr := 20.0• ft
Height of Rack Attachment- z:= 0•ft
Seismic Base Shear Factor -
Shear Factor Boundaries -
0.4•ap•SDs
Vt:= 1 + 2•
Rp hr)
Ip
Cd:= 3.5
Ip := 1.0
WI = 751b
Wd = 15.871b
(0-0" For Ground floor)
Vt = 0.243
Vtmin 0.3• SDS• Ip Vtmin = 0.292
Vtmax := 1.6• SDS. Ip Vtmax = 1.555
Vt:= if(Vt > Vtmax, Vtmax, Vt)
Vt:= if(Vt < Vtmin, Vtmin, Vt) Vt = 0.292
2
:ECLIPSE
LULULEMON #10503 9110/2014
ENGINEERING TUKWILA,WA
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:
v
v := t = 0.208
p 1.4
Vtd := Vp• Wd• N = 26.441b
Fd:=Vp•Wd=3.311b
Vt1:= Vp• Wl• N = 124.971b
F1:= Vp•W1= 15.621b
F1.67:= 0.67.Vp•Wl = 10.471b
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:= 0.0•S+ 1.0.S+ 2.0.S+ 3.0•S+ 4.0.S+ 5.0•S+ 6.0•S+ 7.0•S
Rolf Armstrong, PE
H2:= 0 H:= H1 + H2 H = 36ft
Total Moment at Shelf Base - Mt:= H• Wd + H. 0.67• W1 Mt = 2380.5 ft. lb
Vertical Distribution Factors for Each Shelf -
Total Base Shear- Vtotal := Vtd + 0.67• Nit' Vtotal = 110.171b
Wd• 0.0• S + WI. 0.67.0.0• S Wd• 1.0. S + Wl• 0.67.1.0. S
C1:= — 0 C2:= — 0.036
Mt Mt
c3.-
Fl:= Cr(Vtotal) = 0
Wd• 2.0• S + Wl• 0.67. 2.0. S
Mt
F3 C3' (Vtotal) = 7.871b
= 0.071
Wd•4.0•S+ Wl•0.67.4.0.S
C5.— = 0.143
Mt
F5 C5'(Vtotal/ = 15.741b
Wd•6.0.S+ Wl•0.67.6.0.S
C7:= — 0.214
Mt
F7:= C7.(Vtotal) = 23.611b
Cl+C2+C3+C4+C5+C6+C7+C6= 1
C4:-
F2:= C2.(Vtotal) = 3.931b
Wd• 3.0• S + Wl• 0.67.3.0. S
Mt
F4:= C4'(Vtotal) = 11.81b
— 0.107
Wd• 5.0. S + Wl• 0.67.5.0. S
C6:— = 0.179
Mt
F6:= C6' (Vtotal) = 19.671b
Wd•7.0.S + Wl•0.67.7.0•S
C8:= — 0.25
Mt
F8:= C8.(Vtotal) = 27.541b
3
ECLI PSE
ENGINEERING
LULULEMON #10503 9/10/2014
TUKWILA, WA Rolf Armstrong, PE
Force Distribution Continued :
Condition #2: Top Shelf Only Loaded to 100% of Live Weight
Total Moment at Base of Shelf -
Total Base Shear-
Wd• 0.0• S + 0• Wl• 0.0• S
Cla:= — 0
Mta Mta
Fla := C1a'(Vtotal2) = 0
Ftsa = Ctsa' (Vtotal2) = 42.06Ib
Condition #1 Controls for Total Base Shear
By Inspection, Force Distribution for intermediate shelves without LL are negligible.
Moment calculation for each column is based on total seismic base shear.
Column at center of rack is the worst case for this shelving rack system.
Mta:= (N — 1)•S.Wd + (N — 1)•S•Wl = 818ft•Ib
Vtotal2 Vtd + Fl Vtotal2 = 42.06Ib
Wd•(N — 1)•S + W1•(N — 1)•S
Ctsa :_ — 1
Column Design in Short Direction : Ms 4' 2'(Vtotal) = 17.71ft• lb
Bending Stress on Column - fbx := M. SX 1 = 5.31. ksi
Allowable Bending Stress - Fb := 0.6. Fy = 19.8. ksi
Bending at the Base of Each Column is Adequate
Deflection of Shelving Bays -worst case is at the bottom bay
3
:_ (Vtd + Vtl� S — 0.0266• in S = 579.2081
12• E. I, 0
At:= 0 (N — 1) = 0.1865•in O:= 0.05.ht= 5.4•in
if(Ot < Da, "Deflection is Adequate" , "No Good") = "Deflection is Adequate"
Moment at Rivet Connection:
Shear on each rivet -
2
dr:= 0.25•in Vr:= Ms — 141.661b Ar:= dr — 0.0491•in2
1.5• in 4
Vr
Stress on Rivet - f„ :_ = 2.89. ksi
Ar
Ultimate Stress on Rivet
(SAE C1006 Steel) - Fur:= 47.9ksi
Omega Factor (ASD) - S2r := 2.0
Allowable Stress on Rivet - Fvr:= 0.4• Fur 12r 1 = 9.58• ksi
f
Ratio of Allowable / Ultimate Stress - - = 0.3012
Fvr
RIVET CONNECTION IS ADEQUATE FOR MOMENT CONNECTION FROM BEAM TO POST
4
ECLIPSE
ENGINEERING
Seismic Uplift on Shelves :
Seismic Vertical Component:
Vertical Dead Load of Shelf:
LULULEMON #10503 9/10/2014
TUKWILA, WA Rolf Armstrong, PE
Ev:= 0.2.Sos•(DL + LL)•w•d E„= 17.01lb
D:= (DL + LL)•w•d D = 87.51b
Note: since the shelf LL is used to generate the seismic uplift force, it may also be used to calculate the net
uplift load. For an empty shelf, only the DL would be used, but the ratio of seismic uplift will be the same.
Net Uplift Load on Shelf:
Fu:=E„-0.6.D F„=-35.491b
Note: This uplift Toad is for the full shelf. Each shelf will be connected at each comer.
Number of Shelf Connections:
Uplift Force per Corner:
Nc:= 4
F„
Fuc:= N
c
Fuc = —8.8725 lb
NOTE: Since the uplift force is negative, a mechanical connection is not required.
5
ECLIPSE
ENGINEERING
LULULEMON #10503 9110/2014
TUKWILA, WA Rolf Armstrong, PE
Find Allowable Axial Load for Column :
Allowable Buckling Stresses-
71.2 E — 265.56• ksi
Kx Lx 12
r, )
Distance from Shear Center
to CL of Web via X-axis
t hc2 bc2
4• Ix
0ex : _ 0ex.x = 265.56 ksi
ec = 1.2706• in
Distance From CL Web to Centroid - xc := 0.649• in — 0.5• t x. = 0.6115• in
Distance From Shear Center xo := xc + ec xo = 1.8821. in
to Centroid -
Polar Radius of Gyration - ro ]rx2 ry2 + xo2 ro = 1.996• in
Torsion Constant - J:= 3 • (2• b• t3 + h• t3) J = 0.00063. in4
Warping Constant- CW:= t•b3•h2 2•h•t)C,= 0.0339in6
12 (3.b.t+
6.b•t+ h•t )
Shear Modulus - G := 11300. ksi
1
0t _
Ap • ro
(3 := 1-
7C2• EC 1
GJ+
Kr Lt) 2 IJ
Fet := 21R [(ex+t)_I(ex+
(It) — 4• R. c'ex• Q]
Elastic Flexural Buckling Stress -
Allowable Compressive Stress -
Factor of Safety for Axial Comp. -
Qt = 54.6557. ksi
3 = 0.1109
Fet = 46.0616• ksi
Fe := if(Fet < 6exFet, (rex) Fe = 46.0616• ksi
Fn := if Fe > FY Fy• 1— Fy 1, F,1 Fe = 27.0894• ksi
2 4•Fe) J
Sto := 1.92
6
�k - EC LI FS E LULULEMON #10503 9/1012014
ENGINEERING TUKWILA, WA Rolf Armstrong, PE
Find Effective Area -
Determine the Effective Width of Flange -
Flat width of Flange - wf:= b — 0.5• t
Flange Plate Buckling Coefficient - kf:= 0.43
Flange Slenderness Factor Xf:= 1.052 w f F n
V"f t E
Pr= (1-
0.22) 1
Xf J Xf
Effective Flange Width - be := if(Xf > 0.673, pr Wf, wf) be = 1.1777• in
Determine Effective Width of Web -
FlatwidthofWeb- ww:= h — t w, = 1.425. in
Web Plate Buckling Coefficient - kw := 0.43
wf = .1.4625• in
Web Slenderness Factor -
Effective Web Width -
Effective Column Area -
Nominal Column Capacity -
Allowable Column Capacity -
Check Combined Stresses -
72. E. Ix
'Dux:_
(Kx. Lx)2
Pcr Pax
Magnification Factor -
Combined Stress:
Xf = 0.9561
Pf = 0.8052
Xw = 1.052 ww Fn \w = 0.9316
V "w t
Pw •_ C1 _ 0.221 1 Pw = 0.8199
%w ) >�w
he := if(xw > 0.673, pw.ww, ww) he = 1.1684• in
A, := t•(he+ be) Ae = 0.176•in2
Pri := Ae. Fri Pn = 47661b
Pn
Pa:= Pa = 24831b
Pm( = 7.21 x 1041b
Pcr = 72130.2 lb
a:= 1 -
iioPp)
Pcr )
Pp Cm fbx + = 0.302
Pa Fb•a
a = 0.995 Cm := 0.85
MUST BE LESS THAN 1.0
Final Design: 'L' POSTS WITH BEAM BRACKET ARE ADEQUATE FOR REQD COMBINED
AXIAL AND BENDING LOADS
NOTE: Pp is the total vertical load on post, not 67% live load, so the design is conservative
7
1,•ECLIPSE
ENGINEERING
STEEL BASE
Tension (Uplift) Force
at Corner:
Thickness of Angle:
Width of Angle Leg:
Distance out to Tension
Design Moment
on Angle:
Allowable Bending
Stress:
Ultimate Tensile
Strength of Clip:
Effective Net
Area of the Clip:
LULULEMON #10503 9/10/2014
TUKWILA, WA Rolf Armstrong, PE
CLIP ANGLE DESIGN - A1018 PLATE STEEL
Force:
T := 75• Ib
to := 0.075• in
ba := 1.25• in
L:= 0.75.in
M:= T•L= 4.6875ft•Ib
Fb := 0.90. Fyp = 32.4. ksi
Fup := 65• ksi
Yield Stress of
Angle Steel:
14 ga Foot Plate
Fyp := 36• ksi
Length of Angle Section: La := 1.375. in
Section Modulus
of Angle Leg:
Bending Stress
on Angle:
Ratio of
Allowable Loads:
Gross Area of
the Clip:
Aec := Age — Eta. (0.375• in)] = 0.0656. in2
ba• ta2
Za:= 4 — 0.0018•in3
fb := Z = 32• ksi
a
fb
— = 0.988
Fb
Agc:= ba•ta = 0.0938.in2
Limiting Tensile Strength of Clip: Tcmax min[(0.90• Fyp• Age) , (0.75. Fup• AeC)1 = 3037.5 Ib
14 GA. ANGLE CLIP WILL DEFORM PRIOR TO ANCHOR PULLING OUT OF CONCRETE,
BUT NOT WILL NOT TEAR COMPLETELY THROUGH, THEREFORE CLIPS ARE
ADEQUATE.
BEARING STRENGTH OF SCREW CONNECTIONS - AISC 37
Specified Yield Stress of Post -
Width of Screw -
14 GA Thickness -
Projected Bearing Area -
Single Screw
Fys:= 36ksi
wss:= 0.25in
tss:= 0.075in
Abs wss• tss = 0.0188. in2
Nominal Bearing Strength - Rns := 1.8• Fys•Abs = 1215 Ib
Omega for Bearing (ASD) S Phi for Bearing (LRFD) -
Allowable Bearing Strength - Ras Rns. 'ks = 911.25 Ib
Double Screw
Fyd := 36ksi
wsd := 0.50in
tsd := 0.075in
Abd:= wsd•tsd = 0.0375•in2
Rnd := 1.8• Fyd• Abd = 24301b
cis := 2.0 (l)s:= 0.75
Rad Rnd• (1)s = 1822.5 Ib
SCREW CONNECTION CAPACITIES (1/4"4 SCREW IN 14 GA STEEL):
Converted to LRFD for comparison to 'Hilti' A.B.
Single Screw Double Screw
Allowable Tension - Tss Qs. (1)s. 328Ib Tsd fts- �s 6561b Ref Attached 'Scafco'
Allowable Shear- Vss [s.43.s.866Ib Vsd �s.cbs• 1732Ib
Table forV & T Values
The allowable shear values for (1) 114" dia. screw exceeds the allowable bearing strength of the
connection. Therefore, bearing strength govems for screw connection capacity.
MUST BE LESS
THAN 1.00
8
'tt.„5
ECLI PSE
ENGINEERING
LULULEMON #10503 9/10/2014
TUKWILA, WA Rolf Armstrong, PE
BOLT CONNECTION CAPACITIES (3/8" DIA. x 2" HILTI KB-TZ):
Single Anchor Double Anchor Ref Attached 'HILTI' PROFIS calcs
Tas:= 1051•Ib Tad:= 1993.lb for t/&TValues
Allowable Tension Force -
Allowable Shear Force -
Vas := 1466• Ib Vad := 1938• Ib
DETERMINE ALLOWABLE TENSION/SHEAR FORCES FOR CONNECTION:
Single Anchor Double Anchor
Allowable Tension Force- Tas:= min(Tas, Vss, Ras) = 911.25 Ib Tad := min(Tad, Vsd, Rad) = 1822.5 Ib
Allowable Shear Force -
Vas := min(Vas, Tss) = 4921b Vad:= min(Vad, Tsd) = 9841b
USE: HILTI KB-TZ ANCHOR (or equivalent) - 318" x 2" long anchor installed per the
requirements of Hilti to fasten fixed shelving units to existing concerete slab. Use 1/4"
dia. screw to fasten base to 14 GA shelf member.
9
ECLI PSE
ENGINEERING
LULULEMON #10503 9/10/2014
TUKWILA, WA Rolf Armstrong, PE
STEEL STORAGE RACK DESIGN - cont'd
Find Overturning Forces :
Total Height of Shelving Unit- Ht:= ht = 9 ft Width of Shelving Unit- w = 4ft
Depth of Shelving Unit - d = 1.25ft WORST CASE
Number of Shelves - N = 8 Vertical Shelf Spacing - S = 15.43. in
Height to Top Shelf Center of G - htop:= Ht htop = 9ft
Height to Shelf Center of G - ho:= (N + 1) S he = 5.7862.ft
2
From Vertical Distribution of Seismic Force previously calculated -
Controlling Load Cases -
Weight of Rack and 67% of LL - W := (Wd + 0.67. Wi)• N W = 528.95 Ib
Seismic Rack and 67% of LL - V := Vtd + 0.67• V 1 V = 110.17 Ib
Ma := Fl• 0.0• S + F2.1.0• S + F3.2.0• S + F4 3.0• S + F5.4.0• S + Fs• 5.0• S + F7• 6.0• S + F8.7.0• S
Mb:= 0
0verturring Rack and 67% of LL - M := Ma + Mb = 708.32 ft. Ib
Weight of Rack and 100% Top Shelf - Wa := Wd• N + Wi Wa = 201.95 Ib
Seismic Rack and 100% Top Shelf - Va := Vtd + Fi Va = 42.06 Ib
0verturring Rack and 100% Top Shelf Ma := Vtd" ho + Fi htop Ma = 293.59 ft• Ib
Controlling Weight - Wo:= if(W > Wa, W, Wa) Wo = 528.95 Ib
Controlling Shear- Vo:= if(V > Va, V, Va) Vo = 110.171b
Controlling Moment - Mat := if(M > Ma, M, Ma) Mot = 708.32 ft. Ib
Wo
Tension Force on Column Anchor- T := Mot — 0.60.—
T = 407.971b
d 2
Tmax:= if(T < 0• Ib, 0• Ib, T) Tmax = 407.971b
V
Shear Force on Column Anchor - Vmax:= o Vmax = 55.09 Ib
2
per side of shelving unit
USE: HILTI KWIK BOLT TZ ANCHOR (or equivalent) -
USE 3/8" 4 x 2" embed installed per the requirements of Hilti
Combined Loading (Single ' Tmax 1 ' Vmax 1�
Anchor / Screw) -
Combined Loading (Double
Anchor / Screw) -
+ = 0.16 <1.00 OKAY
2.0.7•Tas J 2.0.7•Vas )
Tmax + Vmax = 0.16 < 1.00 OKAY
1.0.7•Tad ) t1.0.7•Vad
5
C 3
10
ECLIPSE
ENGINEERING
LULULEMON #10503 9/10/2014
Connection from Steel Racks to Wall
TUKWILA, WA Rolf Armstrong, PE
Seismic Analysis Procedure per ASCE-7 Section 13.3.1:
Average Roof Height- hr = 20ft
Height of Rack Attachments - zb := z + ht zb = 9ft At Top for fixed racks connected to walls
Seismic Base Shear Factor- Vt:= 0.4 ap Sos 1 + 2. zb Vt = 0.462
Rp hr)
Ip
Shear Factor Boundaries - Vtmin := 0.3• Sps• Ip Vtmin = 0.292
Vtmax : = 1.6• Sps• 1p Vtmax = 1.555
Vt:= if(Vt > Vtmax, Vtmax, Vt)
Vt:= if(Vt < Vtmin, Vtmin, Vt) Vt = 0.462
Seismic Coefficient - Vt = 0.462
Number of Shelves - N = 8
Weight per Shelf - Wti = 751b
Total Weight on Rack - WT := 0.667.4. Pp WT = 484.88 lb
0.7.Vt. WT
Seismic Force at top and bottom - Tv := Tv = 78.35 lb
2
Connection at Top:
Standard Stud Spacing - Sstud 16. in
Width of Rack - w = 4ft
Number of Connection Points - Nc:= max 2, floor w 111 N 3
c=
on each rack Sttud JJJ
Force on each connection point -
Capacity per inch of embedment -
TV
Fe := N— Fc = 26.121b
Ws := 135• lb—
in
F
Required Embedment- ds:= c
Ws
For Steel Studs:
Pullout Capacity in 20 ga studs - per
Scafco
ds = 0.193• in
T20 := 84• lb For #10 Screw- per Scafco
MIN #10 SCREW ATTACHED TO EXISTING WALL STUD IS
ADEQUATE TO RESIST SEISMIC FORCES ON SHELVING UNITS.
EXPANSION BOLT IS ADEQUATE BY INSPECTION AT THE BASE
11
;ECLIPSE
ENGINEERING
LULULEMON #10503 9/1012014
TUKWILA, WA Rolf Armstrong, PE
Pipp Mobile STEEL STORAGE RACK DESIGN
2012 IBC & 2013 CBC - 2208 & ASCE 7-10 - 15.5.3
Design Vertical Steel Posts at Each Corner : plf:= lb- ft 1
Shelving Dimensions: psf:= lb. ft— 2
Total Height of Shelving Unit - ht := 9.00• ft pcf := 11341 3
Width of Shelving Unit - w := 2.50• ft ksi := 1000• Ib• in 2
Depth of Shelving Unit - d := 1.50.ft kips := 1000• Ib
Number of Shelves - N := 4
Vertical Shelf Spacing - S := 36.00. in
Shelving Loads:
Maximum Live Load on each shelf is 125 Ibs:
Weight per shelf - Wtl := 125• Ib
Load in psf - Wti
w•d
Design Live Load on Shelf- LL := LLi
Dead Load on Shelf - DL := 2.50• psf
Section Properties of Double Rivet 'L' Post :
Wti = 1251b
LLi = 33.3333. psf
LL = 33.3333. psf
Modulus of Elasticity of Steel - E := 29000• ksi b := 1.5 in
h:= 1.5•in
Steel Yield Stress - Fy:= 33• ksi ry:= 0.47 in
Section Modulus in x and y - SX := 0.04. in3 rX := 0.47• in
Moment of Inertia in x and y - IX := 0.06. in4 t := 0.075• in
Full Cross Sectional Area - AP := 0.22• in2 hp := 1.42 in
b� := 1.42• in
Length of Unbraced Post- LX:= S = 36• in Ly:= S = 36• in Lt:= S = 36• in
Effective Length Factor- KX:= 1.0 Ky:= 1.0 Kt:= 1.0
Section Properties Continued:
Density of Steel - psteel := 490. pcf
Weight of Post - Wp := psteel• Ap • ht Wp = 6.74. lb
Vertical DL on Post - Pd := DL• w• .25d• N + Wp Pd = 16.11 lb
Vertical LL on Post- Pi := LL•w• .25. d• N P1 = 1251b
Total Vertical Load on Post - Pp := Pd + Pi Pp = 141.11 • Ib
12
;ECLIPSE
ENGINEERING
LULULEMON #10503 9/10/2014
TUKWILA, WA Rolf Armstrong, PE
Floor Load Calculations :
Weight of Mobile Carriage: Wc:= 0• Ib
Total Load on Each Unit: W := 4. Pp + W W = 564.45 lb
Area of Each Shelf Unit: Au := w•(d + 9in) AU = 5.625ft2
Floor Load under Shelf: PSF := PSF = 100• psf
Au
NOTE: SHELVING LIVE LOAD IS CONSISTENT WITH 100 psf REQ'D FOR RETAIL FLOOR LOADING
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 := 1.458 51:= 0.544
Determine the Site Class - Class D
Determine Fa and Fv, - Fa := 1.000 F,:= 1.500
Determine SMs and SM1 _ SMS := Fa• Ss SM1:= F�• S1
SMS = 1.458 SM1= 0.816
2 Determine SDs and SDI _ SDs 3 • SMS SDI 3 • SM1
SDS = 0.972 SDI = 0.544
Structural System - Section 15.5.3 ASCE-7:
4. Steel Storage Racks
Total Vertical LL Load on Shelf -
Total Vertical DL Load on Shelf -
R:= 4.0
Rp:= R
Wi:= LL•w•d
S2p:= 2
ap:= 2.5
W
Wd := DL w d + 4.—
N
Seismic Analysis Procedure per ASCE-7 Section 13.3.1:
Average Roof Height - hr := 20.0.ft
Height of Rack Attachment- z:= 0•ft
Seismic Base Shear Factor -
Shear Factor Boundaries -
0.4•ap•SDS z
Vt:= C1 + 2• h
r
Rp
Ip
Vtmin := 0.3. SDS• Ip
Vtmax := 1.6. SDS• Ip
Vt := if(Vt > Vtmax , Vtmax , Vt)
Vt:= if(Vt < Vtmin, Vtmin, Vt)
Cd:= 3.5
Ip := 1.0
WI = 1251b
Wd = 16.11lb
(0'-0" For Ground floor)
Vt = 0.243
Vtmin = 0.292
Vtmax = 1.555
Vt = 0.292
13
ECLIPSE
ENGINEERING
Seismic Loads Continued :
LULULEMON #10503 911012014
TUKWILA, WA Rolf Armstrong, PE
v
For ASD, Shear may be reduced - Vp := t = 0.208
1.4
Seismic DL Base Shear - Vtd := Vp• Wd• N = 13.421b
DL Force per Shelf : Fd := Vp• Wd = 3.361b
Seismic LL Base Shear - Vtl := Vp• WI• N = 104.14 lb
LL Force per Shelf : FI := Vp• WI = 26.041b
0.67 " LL Force per Shelf : FI.67 := 0.67. Vp• WI = 17.44Ib
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:= 0.0•S+ 1.0.S+ 2.0•S+ 3.0•S
H2:= 0 H := H1 + H2 H = 18ft
Total Moment at Shelf Base - Mt:= H. Wd + H• 0.67• WI Mt = 1797.52 ft. lb
Vertical Distribution Factors for Each Shelf -
Total Base Shear- Vtotal Vtd + 0.67• Vtl Vtotai = 83.21b
Wd•0.0•S+ WI.0.67.0.0.S Wd. 1.0. S + WI.0.67.1.0•S
C1:= = 0 C2:= — 0.167
Mt Mt
F1 C1•(Vtotal) = 0
Wd•2.0•S + WI.0.67.2.0•S
C3:= M — 0.333
t
F3 C3•(Vtotal) = 27.731b
c1+C2+C3+C4=1
F2 := C2 (Vtotal) = 13.871b
Wd•3.0•S+ WI.0.67.3.0•S
C4:— M = 0.5
t
F4 C4•(Vtotal) = 41.61b
14
ECLi FSE
ENGINEERING
LULULEMON #10503 9/10/2014
TUKWILA, WA Rolf Armstrong, PE
Force Distribution Continued :
Condition #2: Top Shelf Only Loaded to 100% of Live Weight
Total Moment at Base of Shelf -
Total Base Shear -
Cia:=
Wd•0.0•S+ 0.Wl•0.0•S
—0
Mta
Fla := Cia' (Utota12 = 0
Mta :=(N— 1)•S.Wd+(N— 1)•S•11111= 1270ft.Ib
Vtotal2 Vtd + FI Utotal2 = 39.46Ib
Ctsa
Wd•(N — 1).S + W1•(N — 1)•S
Mta
Ftsa Ctsa' (Vtotal2) = 39.461b
Condition #1 Controls for Total Base Shear
By Inspection, Force Distribution for intermediate shelves without LL are negligible.
Moment calculation for each column is based on total seismic base shear.
Column at center of rack is the worst case for this shelving rack system.
Column Design in Short Direction :
Bending Stress on Column -
Allowable Bending Stress -
Ms: 4' 2'(Vtotal) = 31.2ft.Ib
Fb := 0.6. Fy = 19.8• ksi
fbX := Ms• SX 1 = 9.36• ksi
Bending at the Base of Each Column is Adequate
Deflection of Shelving Bays - worst case is at the bottom bay
l 3
:= (Vtd + VtIJ S — 0.2627• in S = 137.0378
12• E. IX
Zt:= 0•(N — 1) = 0.7881•in Da := 0.05•ht= 5.4•in
if(Ot < Da, "Deflection is Adequate" , "No Good") = "Deflection is Adequate"
Moment at Rivet Connection:
Shear on each rivet - 2
dr:= 0.25•in Vr:= Ms — 249.61b Ar:= dr — 0.0491.in2
1.5• in 4
Steel Stress on Rivet -
Ultimate Stress on Rivet
(SAE C1006 Steel) -
Omega Factor (ASD) -
Allowable Stress on Rivet -
Vr fv:= —= 5.08•ksi
Ar
Fur:= 47.9ksi
12r:= 2.0
Fvr:= 0.4• Fur' fr 1 = 9.58. ksi
f
Ratio of Allowable 1 Ultimate Stress - - = 0.5308
Fvr
RIVET CONNECTION IS ADEQUATE FOR MOMENT CONNECTION FROM BEAM TO POST
15
ECLI PS E LULULEMON #10503 9/10/2014
ENGINEERING TUKWILA, WA Rolf Armstrong, PE
Seismic Uplifton Shelves :
Seismic Vertical Component:
Vertical Dead Load of Shelf:
Ev:= 0.2•Sps•(DL + LL)•w•d
D:= (DL+ LL)•w•d
E„ = 26.1225 lb
D = 134.3751b
Note: since the shelf LL is used to generate the seismic uplift force, it may also be used to calculate the net
uplift load. For an empty shelf, only the DL would be used, but the ratio of seismic uplift will be the same.
Net Uplift Load on Shelf:
Fu := E„ — 0.6• D Fu = —54.5025 lb
Note: This uplift load is for the full shelf. Each shelf will be connected at each comer.
Number of Shelf Connections:
Uplift Force per Corner:
Nc:= 4
Fu
Fuc:=
INC
Fuc =—13.62561b
NOTE: Since the uplift force is negative, a mechanical connection is not required.
16
ECLI PSE
ENGINEERING
LULULEMON #10503 9/1012014
TUKWILA, WA Rolf Armstrong, PE
Find Allowable Axial Load for Column :
Allowable Buckling Stresses -
7'2• E — 48.79• ksi
Distance from Shear Center
to CL of Web via X-axis
t hc2 bc2
ec:=
4• Ix
Qex 6ex.x = 48.79• ksi
ec = 1.2706• in
Distance From CL Web to Centroid - x := 0.649• in — 0.5• t x0 = 0.6115. in
Distance From Shear Center xo := x. + eo xo = 1.8821. in
to Centroid -
Polar Radius of Gyration - ro := Jrx2 + ry2 + x02 ro = 1.996. in
Torsion Constant - J:= 3 • (2• b• t3 + h• t3) J = 0.00063 • in4
Warping Constant - CW t• b3. h2 b. t + 2. h. t )CW = 0.0339• in6
12 (1313.
6•+ h.t )
Shear Modulus - G := 11300• ksi
zrECl
vt:= 1 G•J+ ot= 16.7003.ksi
Ap•ra2 _ (Kt•Li) 2 J
:=1—
Fet 2R •L(°ex + at) — J(Crex + Qt)2 - 4• R• (Tex'v]
Elastic Flexural Buckling Stress -
Allowable Compressive Stress -
Factor of Safety for Axial Comp. -
Fe := if(Fet < 0ex, Fete Qex)
F„:=ifFe>Fy,F• 1-
2 y 4•Fe)
S2o := 1.92
3 = 0.1109
Fet = 12.7151 • ksi
Fe = 12.7151 • ksi
Fjl Fo= 12.7151•ksi
17
ECLI PSE
ENGINEERING
LULULEMON #10503 9110/2014
TUKWILA, WA Rolf Armstrong, PE
Find Effective Area -
Determine the Effective Width of Flange -
Flat width of Flange - wf:= b - 0.5• t
Flange Plate Buckling Coefficient- kf:= 0.43
Flange Slendemess Factor- %f:=
1.052 wf r'r)
t
r 0.22) 1
Pf:= 1- —
\ Xf ) of
Effective Flange Width - be := if(xf > 0.673, pf wf, wf)
Determine Effective Width of Web -
Flat width of Web- ww:= h - t
Web Plate Buckling Coefficient - kw := 0.43
Web Slenderness Factor -
Effective Web Width -
Effective Column Area -
Nominal Column Capacity -
Allowable Column Capacity -
Check Combined Stresses -
i2• E. Ix
Pcrx:=
Kx• Lx)2
Pcr Pcrx
Magnification Factor -
Combined Stress:
1.052 ww Fn
�w t E
0.22) 1
Pw:= 1-
X„„ )Xw
he := if(xw > 0.673, Pw•ww,
Ae := t•(he + be)
Pn:= Ae•Fn
Pn
:= -
0
Pc,, = 1.33 x 104 lb
Pcr = 13250.866 lb
a:= 1-
Pp)
PC r )
Pp + Cm • fbx — 0.509
Pa Fb•a
wf = 1.4625• in
Xf = 0.6551
pf = 1.0139
be = 1.4625. in
ww = 1.425• in
%w = 0.6383
pw = 1.0267
ww) he = 1.425• in
Ae = 0.2166•in2
Pe = 27541b
Pa = 14341b
a= 0.98 Cm := 0.85
MUST BE LESS THAN 1.0
Final Design: 'L' POSTS WITH BEAM BRACKET ARE ADEQUATE FOR REQD COMBINED
AXIAL AND BENDING LOADS
NOTE: PP is the total vertical Toad on post, not 67% live load, so the design is conservative
18
Tension (Uplift) Force
at Corner:
Thickness of Angle:
Width of Angle Leg:
Distance out to Tension Force:
Design Moment
on Angle:
Allowable Bending
Stress:
Ultimate Tensile
Strength of Clip:
Effective Net
Area of the Clip:
':ECLIPSE
ENGINEERING
LULULEMON #10503 9/10/2014
TUKWILA, WA
Rolf Armstrong, PE
STEEL BASE CLIP ANGLE DESIGN -A1018 PLATE STEEL
Fyp : = 36• ksi
T := 75• Ib
to := 0.075. in
ba := 1.25• in
L := 0.75• in
M:= T•L= 4.6875ft.Ib
Fb := 0.90. Fyp = 32.4. ksi
F„ p := 65. ksi
Yield Stress of
Angle Steel:
14 ga Foot Plate
Length of Angle Section: La := 1.375• in
Section Modulus
of Angle Leg:
ba• ta2
Za:= — 0.0018•in3
4
Bending Stress M
on Angle: fb := — = 32. ksi
Ratio of
Allowable Loads:
Gross Area of
the Clip:
Aec := Ago — [ta•(0.375• in)] = 0.0656. in2
Za
fb
— = 0.988
Fb
MUST BE LESS
THAN 1.00
Age := ba• to = 0.0938• in2
Limiting Tensile Strength of Clip: Tema, := mini(0.90. Fyp• Ago), (0.75. Fup• Aec)] = 3037.5 Ib
14 GA. ANGLE CLIP WILL DEFORM PRIOR TO ANCHOR PULLING OUT OF CONCRETE,
BUT NOT WILL NOT TEAR COMPLETELY THROUGH, THEREFORE CLIPS ARE
ADEQUATE.
BEARING STRENGTH OF SCREW CONNECTIONS - AISC 37
Specified Yield Stress of Post -
Width of Screw -
14 GA Thickness -
Projected Bearing Area -
Single Screw
Fys:= 36ksi
wss:= 0.25in
tss:= 0.075in
Abs wss• tss = 0.0188. in2
Nominal Bearing Strength - Rns 1.8. Fys• Abs = 12151b
Omega for Bearing (ASD) & Phi for Bearing (LRFD) -
Allowable Bearing Strength - Ras Rns• (1)s = 911.25 Ib
Double Screw
Fyd := 36ksi
wsd := 0.50in
tsd := 0.075in
Abd:= Wsd•tsd = 0.0375•in2
Rnd := 1.8. Fyd• Abd = 24301b
12s:= 2.0 (1)s:= 0.75
Rad Rnd• ,ztos = 1822.5 Ib
SCREW CONNECTION CAPACITIES (1/4"4:i SCREW IN 14 GA STEEL):
Converted to LRFD for comparison to'Hilti' A.B.
Single Screw Double Screw
Allowable Tension - Tss Qs. ks• 3281b
Allowable Shear-
Tsd (131s•6561b Ref Attached'Scafco'
Table for V & T Values
Vss :_ Si,. (1)s. 8661b Vsd :_ �s (I)s• 1732Ib
The allowable shear values for (1)1/4" dia. screw exceeds the allowable bearing strength of the
connection. Therefore, bearing strength govems for screw connection capacity.
19
14 ECLI PSE
ENGINEERING
LULULEMON #10503 9/10/2014
TUKWILA, WA Rolf Armstrong, PE
BOLT CONNECTION CAPACITIES (3/8" DIA. x 2" HILTI KB-TZ):
Single Anchor Double Anchor Ref Attached 'HILTI' PROFIS calcs
Tas := 1051• Ib Tad := 1993• Ib for V & T Values
Allowable Tension Force -
Allowable Shear Force -
Vas := 1466• Ib Vad := 1938• Ib
DETERMINEALLOWABLE TENSION/SHEAR FORCES FOR CONNECTION:
Single Anchor Double Anchor
Allowable Tension Force - Tas := min(Tas, Vss, Ras) = 911.25 Ib Tad := min(Tad, Vsd, Rad) = 1822.5 Ib
Allowable Shear Force - Vas := min(Vas, Tss) = 4921b Vad := min(Vad, Tad) = 9841b
USE: HILTI KB-TZ ANCHOR (or equivalent) - 318" x 2" long anchor installed per the
requirements of Hilti to fasten fixed shelving units to existing concerete slab. Use 114"
dia. screw to fasten base to 14 GA shelf member.
20
ECLIPSE
ENNGINEERING.
LULULEMON #10503 911012014
TUKWILA, WA Rolf Armstrong, PE
STEEL STORAGE RACK DESIGN - cont'd
Find Overturning Forces :
Total Height of Shelving Unit- Ht:= ht = 9ft Width of Shelving Unit- w = 2.5ft
Depth of Shelving Unit - d = 1.5ft WORST CASE
Number of Shelves - N = 4 Vertical Shelf Spacing - S = 36. in
Height to Top Shell Center of G - htop:= Ht htop = 9ft
Height to Shelf Center of G - ho N + 1� S ho = 7.5.ft
2
From Vertical Distribution of Seismic Force previously calculated -
Controlling Load Cases -
Weight of Rack and 67% of LL - W := (Wd + 0.67. Wi)• N W = 399.45 Ib
Seismic Rack and 67% of LL - V:= Vtd + 0.67• Vti V = 83.21b
Ma := Fi• 0.0• S + F2.1.0• S + F3.2.0• S + F4.3.0• S
Mb:= 0
Overturning Rack and 67% of LL - M := Ma + Mb = 582.4ft• Ib
Weight of Rack and 100% Top Shelf - Wa := Wd• N + WI Wa = 189.45 Ib
Seismic Rack and 100% Top Shelf - Va := Vtd + Fl Va = 39.46 Ib
Overturning Rack and 100% Top Shelf - Ma := Vtd he + Fi• htop Ma = 335 ft. Ib
Controlling Weight - Wo := if(W > Wa, W, Wa) Wo = 399.45 Ib
Controlling Shear- V, := if(V > Va, V, Va) Vo = 83.21b
Controlling Moment - Mot:= if(M > Ma, M, Ma) Mot = 582.4ft• Ib
Tension Force on Column Anchor- T := Mot — 0.60• Wo T = 268.43 Ib
per side of shelving unit d 2
Tmax:= if(T < 0• Ib, 0• Ib, T) Tmax = 268.43 Ib
Vc
Shear Force on Column Anchor - Vm,:= Vmax = 41.6Ib
2
USE: HILTI KWIK BOLT TZ ANCHOR (or equivalent) -
USE 3/8"4 x 2" embed installed per the requirements of Hilti
Combined Loading (Single
Anchor / Screw) -
Combined Loading (Double
Anchor / Screw) -
Tmax 1�
2.0.7•Tas)
' Vmax
= 0.08 < 1.00 OKAY
2.0.7•Vas)
' ' 1�
max + Vmax = 0.08 <1.00 OKAY
�1.0.7•Tad ) 1.0.7•Vad)
3
21
3ECLIPSE
ENGtNEER.ING
LULULEMON #10503 9/10/2014
Connection from Steel Racks to Wall
TUKWILA, WA
Seismic Analysis Procedure per ASCE-7 Section 13.3.1:
Average Roof Height -
Height of Rack Attachments -
Seismic Base Shear Factor -
Shear Factor Boundaries -
Seismic Coefficient -
Number of Shelves -
Weight per Shelf -
Total Weight on Rack -
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 -
Rolf Armstrong, PE
hr = 20ft
zb := z + ht zb = 9 ft At Top for fixed racks connected to walls
0.4 ap• Sips zb
Vt:= 1+2•— Vt=0.462
Rp hr )
Ip
Vtmin := 0.3. Sips• I
Vtmax 1.6• Sips• Ip
Vt:= if(Vt > Vtmax, Vtmax, Vt)
Vt:= if(Vt < Vtmin, Vtmin, Vt)
Vt = 0.462
N=4
Wtl = 1251b
WT:= 0.667.4. Pp
0.7. Vt. WT
Tv:=
2
Sstud 16. in
w = 2.5 ft
Nc:= max 2, floor w 11
Sstud ))]
Tv
Fc: N—
c
Ws := 135• lb—
in
F
Required Embedment- ds:= c
Ws
For Steel Studs:
Pullout Capacity in 20 ga studs - per
Scafco
Vtmin = 0.292
Vtmax = 1.555
Vt = 0.462
WT = 376.49 lb
Tv = 60.841b
Ns = 2
F, = 30.421b
ds = 0.225. in
T20:= 84• lb For #10 Screw- per Scafco
MIN #10 SCREW ATTACHED TO EXISTING WALL STUD IS
ADEQUATE TO RESIST SEISMIC FORCES ON SHELVING UNITS.
EXPANSION BOLT IS ADEQUATE BY INSPECTION AT THE BASE
22
Ecli se Engineering, Inc. LULULEMON #10503
Design Maps Summary Report
• -n Iting Engineers TUKWILA, WA
User -Specified Input
Building Code Reference Document 2012 International Building Code
(which utilizes USGS hazard data available in 2008)
Site Coordinates 47.45858°N, 122.26123°W
Site Soil Classification Site Class D - "Stiff Soil"
Risk Category I/II/III
0
Vashon
TRAMP HARBOR
mapquest
USGS-Provided Output
SS = 1.458 g
Si = 0.544 g
SMS = 1.458 g
SM1 = 0.816 g
I
020141 1p
SDS = 0.972 g
SD1 = 0.544 g
09110/2014
MLG
East Renton St
Highlands
0 -
AM ERICA
0 MapQuest
For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and
deterministic ground motions in the direction of maximum horizontal response, please return to the application and
select the "2009 NEHRP" building code reference document.
NICER Response Spectrum
1.65
1.50
1.35
1.20
1.05
0.90
y 0.75
0.60
0.45
0.30
0.15
0.00
0.00 0.20
0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80
Period, T (sec)
2.00
Design Response Spectrum
1.10
1.00
0.90
0.80
0.70
0.60
tiM
N 0.50
0.40
0.30
0.20
0.10
0.00
0.00
0.20 0.40 0.60 0.90 1.00 1.20 1.40 1.60 1.80
Period, T (sec)
2.00
Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the
accuracy of the data contained therein. This tool is not a substitute for technical subject -matter knowledge.
Consulting Engineers
Thickness - Steel Components
Steel Thickness Table
18 0.0179
27 0.0269
D20 0.0179
30EQD 0.0223
0.0296
0.0280
0.0329
43EQS 0.0380
43 0.0428
54 0.0538
68 0.0677
97 0.0966
118 0.1180
127 0.1270
30
33EQS
33
0.0188
0.0283
0.0188
0.0235
0.0312
0.0295
0.0346
0.0400
0.0451
0.0566
0.0713
0.1017
0.1242
0.1337
0.0843
0.0796
0.0844
0.0820
0.0781
0.0790
0.0764
0.0712
0.0712
0.0849
0.1069
0.1525
0.1863
0.2005
TUKWILA, WA
25
22
20-Drywall
20-Drywall
20 - Drywall
20-Structural
20 - Structural
18
18
16
14
12
10 - SSMA
10-SCAFCO
7�bfe Notes
Minimum thickness represents 95 percent of the design thickness and is the minimum acceptable
thickness delivered to the jobsite based on Section A2.4 of AISI S100-07.
The tables in this catalog are calculated based on inside corner radii listed in this table. The inside
corner radius is the maximum of/3, - t/2 or 1.5t, truncated after the fourth decimal place (t =
design thickness). Centerline bend radius is calculated by adding half of the design thickness to
listed corner radius.
Screw Capacities
18
27
D20
30EQD
30
33E0S
33
43EQS
43
54
68
97
118
33
33
57
57
33
57
33
57
33
50
50
50
50
45
45
65
65
45
65
45
65
45
65
65
65
65
60
111
87
122
129
171
151
270
224
455
576
821
1003
127 50 65 1079
aab!e Notes
General Product Information
43EQS 0.0400 57 65 639 1106 696 849
43 0,0451 33 45 601 864 544 663
54 0.0566 50 65 1188 1566 985 1202
68 0.0713 50 65 1562 1972 I 1241 1514
97 0.1017 50 65 1269 1269 -
1 118 0.1242 50 65 1550 1550 -
127 0.1337 50 1668 1668
Table Notes
1. Capacities based on AISI S100-07 Section E2.4 for fillet welds and E2.5 for flare groove welds.
2. When connecting materials of different steel thicknesses or tensile strengths, use the values that
correspond to the thinner or lower yield material.
3. Capacities are based on Allowable Strength Design (ASD) and Include appropriate safety factors.
4. Weld capacities are based on either'/32" or Y" diameter E60 or E70 electrodes. For thinner
materials, 0.030" to 0.035" diameter wire electrodes may provide best results.
5. Parallel capacity Is considered to be loading in the direction of the length of the weld.
6. For welds greater than 1", equations E2.4-1 and E2.4-2 must be checked.
7. For flare groove welds, the effective throat of weld is conservatively assumed to be less than 2t.
B. *Flare grove weld capacity for material thicker than 0.10" requires engineering judgement to
determine leg of welds (W, and W,).
Allowable Screw Connection Capacity (Ibs per screw)
r
33 66 39 71 46 76 52 81 60
50 122 59 131 69 139 78 150 90
48 95 57 102 66 109 75 117 87
60 133 71 143 82 152 94 164 108
55 141 65 151 76 161 86 174 100
75 187 89 201 103 214 117 231 136
61 164 72 177 84 188 95 203 110
102 295 121 317 140 338 159 364 184
79 244 94 263 109 280 124 302 144
144 496 171 534 198 570 225 613 261
181 684 215 755 250 805 284 866 328
259 976 307 1130 356 1285 405 1476 468
316 1192 375 1381 435 1569 494 1816 572
340 1283 404 1486 468 1689 532 1955 616
1. Capacities based on AISI 5100-07 Section E4. See table on page 5 for design thicknesses.
2. When connecting materials of different steel thicknesses or tensile strengths, use the lowest values.
Tabulated values assume two sheets of equal thickness are connected.
3. Capacities are based on Allowable Strength Design (ASD) and include safety factor of 3.0.
4. Where multiple fasteners are used, screws are assumed to have a center -to -center spacing of at
least 3 times the nominal diameter (d)
5. Screws are assumed to have a center -of -screw to edge -of -steel dimension of at least 1.5 times the
nominal diameter (d) of the screw.
Load Paths
All product load capacities are calculated per North American
Specification for the Design of Cold Formed Steel Structural
Members. The 2007 edition (here after referred to as simply
"NASPEC"). Illustrations of load instructions are amongst their
relative product load tables located throughout this catalog.
Figure to the right demonstrates different types of load
directions mentioned in this catalog.
t. f = Out -of -plane lateral load
t 12 = In -Plane lateral load
= Direct vertical and uplift load
6. Tension capacity is based on the lesser of pullout capacity in sheet closest to screw tip, or pullover
capacity for sheet closest to screw head (based on head diameter shown). Note that for all tension
values shown in this table, pullover values have been reduced by 50 percent assuming eccentrically
loaded connections that produce a non -uniform pull -over force on the fastener.
7. Higher values, especially for screw strength, may be obtained by specifying screws from a specific
manufacturer. See manufacturer's data for specific allowable values and Installation instructions.
CESCAFLO.
Stvrl 5t,W Cangrwn_y
Eclipse Engineering, Inc. LULULEMON #10503
Consulting Engineers TUKWILA, WA
1■■111IT1
09/10/2014
MLG
www.hilti.us Profis Anchor 2.4.6
ECLIPSE ENGINEERING. INC. 1
Company:
Specifier:
Address:
Phone I Fax:
E-Mail:
541-389-96591
Page:
Project:
Sub -Project I Pos. No.:
Date:
5/27/2014
Specifier's comments:
1 Input data
Anchor type and diameter: Kwik Bolt TZ - CS 3/8 (2)
Effective embedment depth: hetact = 2.000 in.. hnom = 2.313 in.
Material: Carbon Steel
Evaluation Service Report: ESR-1917
Issued I Valid: 5/1/2013 15/1/2015
Proof: design method ACI 318-11 / Mech.
Stand-off installation: - (Recommended plate thickness: not calculated)
Profile: no profile
Base material: cracked concrete. 2500. fc' = 2500 psi; h = 4.000 in.
Installation: hammer drilled hole. installation condition: dry
Reinforcement: tension: condition B. shear: condition B; no supplemental splitting reinforcement present
edge reinforcement: none or < No. 4 bar
Seismic loads (cat. C. D. E. or F) Tension load: yes (D.3.3.4.3 (b))
Shear load: yes (D.3.3.5.3 (a))
Geometry [in.] & Loading [Ib, in.Ib]
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor ( c ) 2003-2009 Hilti AG. FL-9494 Schaan Hilti is a registered Trademark of Hilti AG. Schaan
Eclipse Engineering, Inc. LULULEMON #10503
Consulting Engineers TUKWILA, WA
09/10/2014
MLG
www.hilti.us Profis Anchor 2.4.6
ECLIPSE ENGINEERING. INC. 2
Company:
Specifier:
Address:
Phone I Fax:
E-Mail:
541-389-9659
Page:
Project:
Sub -Project I Pos. No.:
Date:
5/27/2014
2 Proof I Utilization (Governing Cases)
Design values [lb] Utilization
Loading Proof Load Capacity ON 113v [%] Status
Tension Pullout Strength 300 1107 28 / - OK
Shear Steel Strength 200 1466 - / 14 OK
Loading 1/1.1 Pv Utilization IN,v [%] Status
Combined tension and shear loads 0.271 0.136 5/3 15 OK
3 Warnings
• Please consider all details and hints/warnings given in the detailed report!
Fastening meets the design criteria!
4 Remarks; Your Cooperation Duties
• Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles. formulas and
security regulations in accordance with Hilti's technical directions and operating. mounting and assembly instructions. etc.. that must be strictly
complied with by the user. All figures contained therein are average figures. and therefore use -specific tests are to be conducted prior to using
the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in.
Therefore. you bear the sole responsibility for the absence of errors. the completeness and the relevance of the data to be put in by you.
Moreover. you bear sole responsibility for having the results of the calculation checked and cleared by an expert. particularly with regard to
compliance with applicable norms and permits. prior to using them for your specific facility. The Software serves only as an aid to interpret norms
and permits without any guarantee as to the absence of errors. the correctness and the relevance of the results or suitability for a specific
application.
You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular. you must arrange for the
regular backup of programs and data and. if applicable. carry out the updates of the Software offered by Hilti on a regular basis. If you do not use
the AutoUpdate function of the Software. you must ensure that you are using the current and thus up-to-date version of the Software in each case
by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences. such as the recovery of lost or damaged data or
programs. arising from a culpable breach of duty by you.
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor ( c ) 2003-2009 Hilti AG. FL-9494 Schaan Hilti is a registered Trademark of Hilti AG. Schaan
Eclipse Engineering, Inc. LULULEMON #10503
Consulting Engineers TUKWILA, WA
09/10/2014
MLG
www.hilti.us Profis Anchor 2.4.6
ECLIPSE ENGINEERING. INC. 1
Company:
Specifier:
Address:
Phone I Fax:
E-Mail:
541-389-96591
Page:
Project:
Sub -Project I Pos. No.:
Date:
5/27/2014
Specifiers comments:
1 Input data
Anchor type and diameter: Kwik Bolt TZ - CS 3/8 (2)
Effective embedment depth: hef,act = 2.000 in.. hnom = 2.313 in.
Material: Carbon Steel
Evaluation Service Report ESR-1917
Issued I Valid: 5/1/2013 15/1/2015
Proof: design method ACI 318-11 / Mech.
Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.074 in.
Anchor plate: Ix x ly x t = 3.000 in. x 6.500 in. x 0.074 in.; (Recommended plate thickness: not calculated)
Profile: no profile
Base material: cracked concrete. 2500. fo' = 2500 psi; h = 4.000 in.
Installation: hammer drilled hole. installation condition: dry
Reinforcement: tension: condition B. shear: condition B; no supplemental splitting reinforcement present
edge reinforcement: none or < No. 4 bar
Seismic loads (cat. C. D. E. or F) Tension load: yes (D.3.3.4.3 (b))
Shear load: yes (D.3.3.5.3 (a))
Geometry [in.] & Loading [Ib, in.lb]
w
8
5.5
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor ( c ) 2003-2009 Hilti AG. FL-9494 Schaan Hilti is a registered Trademark of Hilti AG. Schaan
Eclipse Engineering, Inc. LULULEMON #10503
Consulting Engineers TUKWILA, WA
i-u• rri
09/10/2014
MLG
www.hilti.us Profis Anchor 2.4.6
ECLIPSE ENGINEERING. INC. 2
Company:
Specifier:
Address:
Phone I Fax:
E-Mail:
541-389-96591
Page:
Project:
Sub -Project I Pos. No.:
Date:
5/27/2014
2 Proof I Utilization (Governing Cases)
Design values [lb] Utilization
Loading Proof Load Capacity pN / pv [%] Status
Tension Pullout Strength 150 1107 14 / - OK
Shear Concrete edge failure in direction x+ 200 1966 - / 11 OK
Loading PN pv Utilization pN,v [%] Status
Combined tension and shear loads 0.140 0.102 5/3 6 OK
3 Warnings
• Please consider all details and hints/warnings given in the detailed report!
Fastening meets the design criteria!
4 Remarks; Your Cooperation Duties
• Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles. formulas and
security regulations in accordance with Hilti's technical directions and operating. mounting and assembly instructions. etc.. that must be strictly
complied with by the user. All figures contained therein are average figures. and therefore use -specific tests are to be conducted prior to using
the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in.
Therefore. you bear the sole responsibility for the absence of errors. the completeness and the relevance of the data to be put in by you.
Moreover. you bear sole responsibility for having the results of the calculation checked and cleared by an expert. particularly with regard to
compliance with applicable norms and permits. prior to using them for your specific facility. The Software serves only as an aid to interpret norms
and permits without any guarantee as to the absence of errors. the correctness and the relevance of the results or suitability for a specific
application.
• You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular. you must arrange for the
regular backup of programs and data and. if applicable. carry out the updates of the Software offered by Hilti on a regular basis. If you do not use
the AutoUpdate function of the Software. you must ensure that you are using the current and thus up-to-date version of the Software in each case
by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences. such as the recovery of lost or damaged data or
programs. arising from a culpable breach of duty by you.
TENSION LOAD & CAPACITY SHOWN ARE "PER
ANCHOR" VALUES. SHEAR LOAD & CAPACITY
SHOWN ARE "PER ANCHOR PAIR" VALUES.
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor ( c ) 2003-2009 Hilti AG. FL-9494 Schaan Hilti is a registered Trademark of Hilti AG. Schaan
Eclipse Engineering, Inc. LULULEMON #10503
Consulting Engineers TUKWILA, WA
09/10/2014
MLG
www.hilti.us Profis Anchor 2.4.6
ECLIPSE ENGINEERING. INC. Page: 1
Project:
Sub -Project I Pos. No.:
541-389-9659 I Date:
Company:
Specifier:
Address:
Phone I Fax:
E-Mail:
5/27/2014
Specifiers comments:
1 Input data
Anchor type and diameter: KWIK HUS-EZ (KH-EZ) 3/8 (2 1/2)
Effective embedment depth: hef.act = 1.860 in.. hnom = 2.500 in.
Material: Carbon Steel
Evaluation Service Report: ESR-3027
Issued I Valid: 8/1/2012 112/1/2013
Proof: design method ACI 318-11 / Mech.
Stand-off installation: - (Recommended plate thickness: not calculated)
Profile: no profile
Base material: cracked concrete. 2500. fc' = 2500 psi; h = 4.000 in.
Installation: hammer drilled hole. installation condition: dry
Reinforcement: tension: condition B. shear: condition B; no supplemental splitting reinforcement present
edge reinforcement: none or < No. 4 bar
Seismic loads (cat. C. D. E. or F) Tension load: yes (D.3.3.4.3 (b))
Shear load: yes (D.3.3.5.3 (a))
Geometry [in.] & Loading [Ib, in.Ib]
gfi
•,x
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor ( c ) 2003-2009 Hilti AG. FL-9494 Schaan Hilti is a registered Trademark of Hilti AG. Schaan
Eclipse Engineering, Inc. LULULEMON 1110503
Consulting Engineers TUKWILA, WA
09110/2014
MLG
www.hilti.us Profis Anchor 2.4.6
Company:
Specifier:
Address:
Phone I Fax:
E-Mail:
ECLIPSE ENGINEERING. INC.
541-389-96591
Page:
Project:
Sub -Project I Pos. No.:
Date:
2
5/27/2014
2 Proof I Utilization (Governing Cases)
Design values [lb] Utilization
Loading Proof Load Capacity pN / pv [%] Status
Tension Concrete Breakout Strength 300 1051 29 / - OK
Shear Pryout Strength 200 1509 - / 14 OK
Loading PN pv Utilization pN,v [%] Status
Combined tension and shear loads 0.285 0.133 5/3 16 OK
3 Warnings
• Please consider all details and hints/warnings given in the detailed report!
Fastening meets the design criteria!
4 Remarks; Your Cooperation Duties
Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles. formulas and
security regulations in accordance with Hilti's technical directions and operating. mounting and assembly instructions. etc.. that must be strictly
complied with by the user. All figures contained therein are average figures. and therefore use -specific tests are to be conducted prior to using
the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in.
Therefore. you bear the sole responsibility for the absence of errors. the completeness and the relevance of the data to be put in by you.
Moreover. you bear sole responsibility for having the results of the calculation checked and cleared by an expert. particularly with regard to
compliance with applicable norms and permits. prior to using them for your specific facility. The Software serves only as an aid to interpret norms
and permits without any guarantee as to the absence of errors. the correctness and the relevance of the results or suitability for a specific
application.
You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular. you must arrange for the
regular backup of programs and data and. if applicable. carry out the updates of the Software offered by Hilti on a regular basis. If you do not use
the AutoUpdate function of the Software. you must ensure that you are using the current and thus up-to-date version of the Software in each case
by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences. such as the recovery of lost or damaged data or
programs. arising from a culpable breach of duty by you.
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor ( c ) 2003-2009 Hilti AG. FL-9494 Schaan Hilti is a registered Trademark of Hilti AG. Schaan
Eclipse Engineering, Inc. LULULEMON #10503
Consulting Engineers TUKWILA, WA
MILT' II
09/10/2014
MLG
www.hilti.us Profis Anchor 2.4.6
ECLIPSE ENGINEERING 1
Company:
Specifier:
Address:
Phone I Fax:
E-Mail:
541-389-96591
Page:
Project:
Sub -Project I Pos. No.:
Date:
5/27/2014
Specifiers comments:
1 Input data
Anchor type and diameter: KWIK HUS-EZ (KH-EZ) 3/8 (2 1/2)
Effective embedment depth: hetact = 1.860 in.. hnom = 2.500 in.
Material: Carbon Steel
Evaluation Service Report: ESR-3027
Issued I Valid: 8/1/2012 112/1/2013
Proof: design method ACI 318-11 / Mech.
Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.074 in.
Anchor plate: IX x 1, x t = 3.000 in. x 7.000 in. x 0.074 in.; (Recommended plate thickness: not calculated)
Profile: no profile
Base material: cracked concrete. 2500. fc' = 2500 psi; h = 4.000 in.
Installation: hammer drilled hole. installation condition: dry
Reinforcement: tension: condition B. shear: condition B; no supplemental splitting reinforcement present
edge reinforcement: none or < No. 4 bar
Seismic loads (cat. C. D. E. or F) Tension load: yes (D.3.3.4.3 (b))
Shear load: yes (D.3.3.5.3 (a))
Geometry [in.] & Loading [Ib, in.Ib]
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor ( c ) 2003-2009 Hilti AG. FL-9494 Schaan Hilti is a registered Trademark of Hill! AG. Schaan
Eclipse Engineering, Inc. LULULEMON #10503
Consulting Engineers TUKWILA, WA
09/10/2014
MLG
www.hilti.us Profis Anchor 2.4.6
ECLIPSE ENGINEERING 2
Company:
Specifier:
Address:
Phone I Fax:
E-Mail:
541-389-96591
Page:
Project:
Sub -Project I Pos. No.:
Date:
5/27/2014
2 Proof I Utilization (Governing Cases)
Design values [lb] Utilization
Loading Proof Load Capacity RN / [iv [%] Status
Tension Concrete Breakout Strength 300 1993 16 / - OK
Shear Concrete edge failure in direction x+ 200 1938 - / 11 OK
Loading PN (iv Utilization !INN [%] Status
Combined tension and shear loads 0.151 0.103 5/3 7 OK
3 Warnings
• Please consider all details and hints/warnings given in the detailed report!
Fastening meets the design criteria!
4 Remarks; Your Cooperation Duties
Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles. formulas and
security regulations in accordance with Hilti's technical directions and operating. mounting and assembly instructions. etc.. that must be strictly
complied with by the user. All figures contained therein are average figures. and therefore use -specific tests are to be conducted prior to using
the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in.
Therefore. you bear the sole responsibility for the absence of errors. the completeness and the relevance of the data to be put in by you.
Moreover. you bear sole responsibility for having the results of the calculation checked and cleared by an expert. particularly with regard to
compliance with applicable norms and permits. prior to using them for your specific facility. The Software serves only as an aid to interpret norms
and permits without any guarantee as to the absence of errors. the correctness and the relevance of the results or suitability for a specific
application.
• You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular. you must arrange for the
regular backup of programs and data and. if applicable. carry out the updates of the Software offered by Hilti on a regular basis. If you do not use
the AutoUpdate function of the Software. you must ensure that you are using the current and thus up-to-date version of the Software in each case
by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences. such as the recovery of lost or damaged data or
programs. arising from a culpable breach of duty by you.
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor ( c ) 2003-2009 Hilti AG. FL-9494 Schaan Hilti is a registered Trademark of Hilti AG. Schaan
City of Tukwila
Department of Community Development
3/2/2015
MELANI DANNENBERG
20521 EARL ST
TORRANCE, CA 90503
RE: Permit No. D14-0313
LULULEMON RACKS
21 SOUTHCENTER MALL
Dear Permit Holder:
Jim Haggerton, Mayor
Jack Pace, Director
In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building
Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or the National Electric
Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null
and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if
the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180
days. Your permit will expire on 4/22/2015.
Based on the above, you are hereby advised to:
1) Call the City of Tukwila Inspection Request Line at 206-438-9350 to schedule for the next or final inspection. Each
inspection creates a new 180 day period, provided the inspection shows progress.
-or-
2) Submit a written request for permit extension to the Permit Center at least seven(7) days before it is due to expire.
Address your extension request to the Building Official and state your reason(s) for the need to extend your permit.
The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your
extension request is granted, you will be notified by mail.
In the event you do not call for an inspection and/or receive an extension prior to 4/22/2015, your permit will become null and void
and any further work on the project will require a new permit and associated fees.
Thank you for your cooperation in this matter.
Sincerely,
�P
Bill Rambo
Permit Technician
File No: D14-0313
6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665
PERMIT COORD COPY
Building Division
Public Works
PLAN REVIEW/ROUTING SLIP
PERMIT NUMBER: D14-0313 DATE: 09/25/2014
PROJECT NAME: LULULEMON RACKS
SITE ADDRESS: 21 SOUTHCENTER MALL
X Original Plan Submittal
Response to Correction Letter #
Revision # before Permit Issued
Revision # after Permit Issued
DEPARTMENTS:
6 (M.3itt'l
1111
AWC 10'01° N
Fire Prevention 1111
Structural
n
Planning Division
Permit Coordinator
PRELIMINARY REVIEW:
Not Applicable ❑
(no approval/review required)
REVIEWER'S INITIALS:
DATE: 09/30/14
Structural Review Required
DATE:
APPROVALS OR CORRECTIONS: DUE DATE: 10/28/14
Approved
Corrections Required
Approved with Conditions
Denied
(corrections entered in Reviews) (ie: Zoning Issues)
Notation:
REVIEWER'S INITIALS:
DATE:
Permit Center Use Only
CORRECTION LETTER MAILED:
Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials:
12/18/2013
R MILLER INC
Page 1 of 3
Washington State Department of
Labor & Industries
R MILLER INC
Owner or tradesperson
MILLER, ROBIN L
Principals
MILLER, ROBIN L, PRESIDENT
MILLER, CAROL M, VICE PRESIDENT
Doing business as
R MILLER INC
WA UBI No.
600 389 405
18321 98TH AVE NE STE 1
BOTHELL, WA98011
425-775-3822
KING County
Business type
Corporation
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.
RMILLMI871 NH
Effective — expiration
08/08/2013— 08/08/2015
Bond
Merchants Bonding Co (Mutual)
Bond account no.
WA28637
Received by L&I
08/08/2013
Insurance
American Fire & Casualty Co
Policy no.
BKA52904719
Received by L&I
12/09/2013
$12,000.00
Effective date
07/31/2013
Expiration date
Until Canceled
$1,000,000.00
Effective date
01/01/2013
Expiration date
https://secure.lni.wa.gov/verify/Detail.aspx?UBI=600389405&LIC=RMILLMI871NH&SAW= 10/14/2014