HomeMy WebLinkAboutPermit D16-0198 - BURLINGTON COAT FACTORY - STORAGE RACKSBURLINGTON COAT
FACTORY
17 4 8 0 S O UTH C ENTER PK
D 16-0198
�
� 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: 2623049110
Address: 17480 SOUTHCENTER PKWY
Project Name: BURLINGTON COAT FACTORY
Owner:
Name: KIR TUKWILA OSO LLC
Address: 3333 NEW HYDE PARK RD #100 C/0
KIMCO REALTY CORP, PO BOX 5020
NEW HYDE PK, CA, 11042
Contact Person:
Name: DAVID GLASSMAN
Address:
Contractor:
Name:
1309 POST AVE , TORRANCE, CA,
90501
ALEGIS RESTORATION INC
Address: 3701 S NORFOLK ST, SUITE 300 ,
SEATTLE, WA, 98118
License No: ALEGIR1890K6
Lender:
Name: KIMCO REALTY
Permit Number: D16-0198
Issue Date: 8/3/2016
Permit Expires On: 1/30/2017
Phone: (310) 781-8250
Phone: (206) 725-0385
Expiration Date: 5/19/2017
Address: 4065 FACTORIA MALL, BELLEVUE,
WA, 98006
DESCRIPTION OF WORK:
INSTALLATION OF SHELVING FIXTURES FOR BURLINGTON COAT FACTORY (RETAIL CLOTHING STORE). THE TENANT
IMPROVEMENT PERMIT IS SEPARATE AND ALREADY APPROVED UNDER PERMIT D16-0011
Project Valuation: $57,000.00 Fees Collected: $1,802.16
Type of Fire Protection: Sprinklers: YES
Fire Alarm: YES
Type of Construction: VB Occupancy per IBC: M
Electrical Service Provided by: TUKWILA Water District: HIGHLINE,TUKWILA
Sewer District: TUKWILA
Current Codes adopted by the City of Tukwila:
International Building Code Edition: 2015 National Electrical Code: 2014
International Residential Code Edition: 2015 WA Cities Electrical Code: 2014
International Mechanical Code Edition: 2015 WAC 296-46B: 2014
Uniform Plumbing Code Edition: 2015 WA State Energy Code: 2015
International Fuel Gas Code: 2015
Public Works Activities:
Channelization/Striping:
Curb Cut/Access/Sidewalk:
Fire Loop Hydrant:
Flood Control Zone:
Hauling/Oversize Load:
Land Altering:
Landscape Irrigation:
Sanitary Side Sewer:
Sewer Main Extension:
Storm Drainage:
Street Use:
Water Main Extension:
Volumes: Cut: 0 Fiil: 0
Number: 0
�:
Water Meter: No �
Permit Center Authorized Si nature: �� W "" F� I Date:
g
I hearby certify that I have read and examined this permit and know the same to be true and correct. All
provisions of law and ordinances governing this work will be complied with, whether specified herein or not.
The granting of this permit does not presume to give authority to violate or cancel the provisions of any other
state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this
development permit and agree to the conditio, s attached to this permit.
Signature: �� ���'�- —�
Print Name: k�--� � � ��5� °
Date: � �
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:
4: The total number of fire extinguishers required for an ordinary hazard occupancy with Class A fire hazards is
calculated at one extinguisher for each 1,500 sq. ft. of area. The extinguisher(s) should be of the "Ail
Purpose" (3A, 40B:C) dry chemical type. Travel distance to any fire extinguisher must be 75' or less. (IFC
906.3) (NFPA 10, 5.4)
1: Portable fire extinguishers, not housed in cabinets, shall be installed on the hangers or brackets supplied.
Hangers or brackets shall be securely anchored to the mounting surface in accordance with the
manufacturer's installation instructions. Portable fire extinguishers having a gross weight not exceeding 40
pounds (18 kg) shall be installed so that its top is not more than S feet (1524 mm) above the floor. Hand-
held portable fire extinguishers having a gross weight exceeding 40 pounds (18 kg) shall be installed so that
its top is not more than 3.5 feet (1067 mm) above the floor. The clearance between the floor and the
bottom of the installed hand-held extinguishers shall not be less than 4 inches (102 mm). (IFC 906.7 and IFC
906.9)
2: Extinguishers shall be located in conspicuous locations where they will be readily accessible and
immediately available for use. These locations shall be along normal paths of travel, unless the fire code
official determines that the hazard posed indicates the need for placement away from normal paths of
travel. (IFC 906.5)
3: Fire extinguishers require monthly and yearly inspections. They must have a tag or label securely attached
that indicates the month and year that the inspection was performed and shall identify the company or
person performing the service. Every six years stored pressure extinguishers shall be emptied and
subjected to the applicable recharge procedures. If the required monthly and yearly inspections of the fire
extinguisher(s) are not accomplished or the inspection tag is not completed, a reputable fire extinguisher
service company will be required to conduct these required surveys. (NFPA 10, 7.2, 7.3)
5: Maintain fire extinguisher coverage throughout.
7: Sprinklers shall be installed under fixed obstructions over 4 feet (1.2 m) wide. (NFPA 13-8.6.5.3.3)
6: 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 SO 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).
10: 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)
9: 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)
11: 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)
12: Where storage height exceeds 15 feet and ceiling sprinklers only are installed, fire protection by one of the
following methods is required for steel building columns located within racks: (a) one-hour fire proofing,
(b) sidewall sprinkler at the 15 foot elevation of the column, (c) ceiling sprinkler density minimums as
determined by the Tukwila Fire Prevention Bureau. (NFPA 13-16.1.4)
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.
8: 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
Bureauat(206)575-4407.
17: ***BUILDIN6 PERMIT CONDITIONS***
18: 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.
19: 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.
20: 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.
21: 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.
22: All construction shall be done in conformance with the Washington State Building Code and the
Washington State Energy Code.
23: There shall be no occupancy of a building until final inspection has been completed and approved by
Tukwila building inspector. No exception.
24: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila
Permit Center.
25: 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.
PERMIT INSPECTIONS REqUIRED
Permit Inspection Line: (206) 438-9350
1700 BUILDING FINAL**
1400 FIRE FINAL
4046 SI-EPDXY/EXP CONC
Co �an� ��ry De�� me� Depnrtment
Public Works Department
Permit Ce�7ler
6300 Soulhcenler Bh-d., Suite 100
Tukvila, Id�A 98/88
http://www.TukwilaW A.gov
Building Permit No. �(�
Project No.
Date Application Accepted: `J V�� �
Date Application Expires: L��d'�� 7
,
o�� o��ice use
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.: oZ6�=, ��1 �( ! V
Site Address: l� Suite Number: Floor: .�-
Tenant Name: New Tenant: �.....Yes ❑ ..No
GENERAL CONTRACTOR INFORMATION
Company Name:
Address:
City: State: Zip:
Phone: Fax:
Contr Reg No.: Exp Date:
Tukwila Business License No.:
LENDER/BOND 1SSUED (required for projects $5,000 or
greater per RCW 19.27.095)
Name: �� l �GG �'Z �G� �
Address Ll��� � u G� v��� �� ���� _
City: /j_���v� State:�/� _ Zip: ��Gp�
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Revised: August 201 I Page 1 of 4
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BUILDING PERMIT INFORMATIUN — 206-431-3G70 ���
.•
Valuation of Project (contractor's bid price): $�(%(%� Existing Building Valuation: $
Describe the s ope of work (please provide detailed in ormation): t f�
� S"�1 � ��1 �C 0 � o � �(v � h �i �C�r-1 S -�,� �ur I I'� y�U�1 �I� � �"� � '�?� � I .�'
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Will there be new rack storage? ��...Yes ❑.. No ]f yes, a separate permit and plan submittal will be required.
Provide All Building Areas in Square Footage Below
Addition to Type of Type of
Existing Construction per Occupa�icy per
Existin Interior Remodel Structure New 1BC 1BC
1�' Floor G( � � � in
2" Floor
3 Ploor
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 stru tures, plus any decks over ] 8 inches and overhangs greater than 18 inches)
*For an Accessory dwelling, provide the following: ��� �(��� ��I�,,,� G�
"" 7
L,ot Area (sq ft): Floor area of pnncipal dwelling: Ploor area of accessory d���elling:
'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:
Wil( there be a change in use? ❑....... Yes �]....... No If "yes", explain:
FIRE PROTECTION/HAZARDOUS MATERIALS:/
�....... Sprinklers �....... Automatic Fire Alarrn ❑ .......None ❑ .......Other (specify)
Will [here be storage or use of flammable, combustible or hazardous materials in the building? ❑.......Yes �]C �.......No
If "yes', atlach /ist of materlals and storage locations on a separate 8-1/2"x 11 " paper rnc/uding quantities and Material Safet�� Data S/leets.
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:Wpplitatiortt�Forrttt-Appiications On Line�20ll Applications�Permit Applitation Revised - 8-9-1 l.docz
Revised: Augusl 201 I 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 �vill be revie�ved and is subject
to possible revision by the Permit Center to comply �vith current fee schedules.
Ezpiration of Plan Rcvie�v — Applications for tifiich no pemiit is issued �vithin 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 ]05.3.2 International Building Code (current edition).
] HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW TH� SAME TO BE TRUE UNDER
PENALTY OF PERJURY BY THE LAWS OP THG STATE OF WASH]NGTON, AND I AM AUTHORI7ED TO APPLY FOR THIS PERMIT.
BUILDING
Signature:_
Print Name
Mailing Ad
ZED AGEN7':
Date: � �
Day Telephone:���'/�'g/ �� %C �
c�ry
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�� PUBLIC WORKS PERMIT INFORMATION — 206-433-0179
Scope of \�Jork (please provide detailed information):
Call before you Dig: 811
Please refer to Public Works Bulletin 1 for fees and estimate sheet.
Water District
❑ ...Tukwila ❑... Water District #1
❑ ...Water Availability Provided
Se���er District
❑ ...Tukwila ❑ ... I ley V iew
❑ ...Se�ver Use Certificate ❑...Se� r Avail�
�
■Q
❑ .. Renton
❑ .. Seattle
Sentic Svstem: �
❑ On-site Septic System — For on-site septic s em, provide 2 copies of uttent septic design approved by King County Health Department.
Submitted with A lication mark boxes which a
❑...Civil Plans (Maximum Paper Size — 22" x 34")
❑...Technical Information Report (Storm Drainage) ❑.. Geotechnical Report ❑...Traffic Impact Analysis
❑ ...Bond ❑ .. Insarance ❑ .. Easemen ❑ .. Maintenance Agreement(s) ❑ ...1-�old Narmless — (SAO)
❑...Hold Harmless—(ROW)
Pronosed Activities (mark boxes that apnlvl:
❑...Right-of-way Use - Nonprofit for less than 72 ho s .. Right-of-way Use - Profit for less than 72 hours
❑...Right-of-way Use - No Disturbance Right-of-�vay Use — Potential Disturbance
❑ ...Construction/Excavation/Fill - Right-of-way
Non Right-o way ❑
❑ ...Total Cut cubic yards
❑ ...Total Fill cubic yards
❑ .. Work � Flood Zone
❑ .. Storm D ioage
❑...Sanitary Side Sewer ❑.. Abar�don Septic Tank
❑...Cap or Remove Utilities ❑.. Curb Cut
❑ ...Frontage Improvements ❑ .. Pavement Cut
❑ ...Traffic Control ❑ .. Looped Fire Line
❑ ...Backflow Prevention - Fire otection "
Im ation "
D mestic Water ��
❑ ...Permanent Water Mete Size... " WO #
❑ ...Temporary Water Meter Size .. ' WO #
❑ ...Water Only Meter Size............ " WO #
❑ ...Sewer Main Extension .............Public ❑ Private ❑
❑ ...Water Main Extension .............Public ❑ Private ❑
❑ .. Grease Interceptor
❑ .. Channelization
❑ .. Trench Excavation
❑ .. Utility Undergrounding
❑...Deduct Water Meter Size "
FINANCE INFORMATION
Fire Line Size at Property Line Number of Public Fire Hydrant(s)
❑ ...Water ❑ ...Se�ver ❑ ...Sewage Treatment
Monthlv Service Billine to:
Name: Day Telephone:
Mailing Address:
Ciry State 7.ip
Water Meter Refund/BillinQ:
Name: Day Telephone:
Mailing Address:
City
H:Wpplications�For�•Applications On Line�201 I ApplicntionsU'ermit Application Revised - 8-9-1 �.docx
Revised: Augu512011
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Date Paid: Wednesday, August 03, 2016
Paid By: BURLINGTON STORES
Pay Method: CREDIT CARD 040735
Printed: Wednesday, August 03, 2016 2:52 PM 1 of 1 ���
SYS7EM5
Date Paid: Wednesday, July 20, 2016
Paid By: GLASSMAN PLANNING ASSOCIATES i
Pay Method: CHECK 2189
Printed: Wednesday,luly 20, 2016 10:44 AM 1 of 1 ����
SY57Eiv15
�
INSPECTION RECORD
Retain a copy with permit b�6� � r�p
INSPECTION N0. PERMIT N0.
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670
Permit Inspection Request Line (206) 438-9350
� Appr�oved per applicable codes. � Corrections required prior to approval.
COMMENTS:
3LC -�''T" �� � �� .��-
,�
Inspector: Date: 1� /�
L
I I KtINSPtGI10N FtE h�EQUIKED. Nrior to next inspection, tee must be
u paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection.
INSPECTION RECORD -- C�c��_
� Retain a copy with permit �,(� -� � � � �✓
� .�� -� �-- � �
INSPECTION NUMBER ��, p�RMIT�NUMBERS
r ,��
CITY OF TUKWILA FIRE DEPARTMENT
�nti-���-4am ,
Projec � Type of Inspectian: �
- t �i,..��^--�,. �v � r`
Address Contact Person: �
Suite #: c,.� � ,,,,,, �/�-c (,�...
Special Instructions , Phone No.:
�Approved per applicable codes. � Corrections required prior to approval.
COMMENTS: �
� �.� r.�--t "
� �.,.�., �--- �' ,
�-
� � � n-�� � --- � S�
- ��l��- -G --� �'�.; „ � ,� j--- � �-....
°� -�-�� � �.--�-�
Needs Shift Inspection: Sprinklers:
Fire Alarm: Hood & Duct:
Monitor: Pre-Fire:
Permits: Occu anc T e:
,
r:
Date: �'�j�,/f� � Hrs.: � �
�$100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from
the City of Tukwila Finance Department. Call to schedule a reinspection.
Billin Address
Attn: Company Name:
Address:
City: State:
Word/Inspection Record Form.Doc 3/14/14
T.F.D. Form F.P. 113
�'" . �.
Materials Testing & Consulting, Inc.
Geotechnical Engineering & Consulting � Special Inspection � Materials Testing � Environmental Consulting
August l 7, 2016
Ron Tabish
Burlington Coat Factory
4827 Route 130 South
Edgewater Park, NJ 08010
S21Zt VZR 2Y12QIl: ron.tabish@budingtonstores.com
Re: Final Letter
Burlington Coat Factory - Tukwila
17480 South Center Pkwy Tukwila, WA
MTC Project #] 6B 154
BLDG Permit #D16-0198
Dear Mr. Tabish:
Materials Testing & Consulting, Inc. (MTC) provided materials testing and special i�spection services
during construction of the above-referenced project. This letter is a statement declaring the actual work
inspected by MTC itemized below was found to be, to the best of the inspector's knowledge, in accordance
with project plans, specifications, engineer approved revisions, and the International B�i�ing���c�Cl�a
The following is the scope of inspections performed on this project: �m�� �'� TU!{�/ILf�
♦ Proprietary Anchors
����5� � � �0��
���NIfT C;E��TER
The results of our services were provided to the local building department for review. Only WABO
Certified special inspectors were utilized to perform those specific inspections as reyuired by the Special
Inspection Agreement. Any items that were found to be in noncompliance with the approved construction
documents were repaired or replaced, and re-inspected for acceptance. To the best of our knowledge, items
that were observed by Materials Testing & Consulting, Inc. during continuous or part time inspections for
the noted project are compliant with approved plans and specifications.
Page 1 of 2 I � 0��
�\
Corporate • 777 Chrysler Drive • Burlington, WA 98233 • Phone 360.7 5.1990 • Fax 360.755.1980
SW Region • 2118 Black Lake Blvd. S.W.• Olympia, WA 98512 • Phone 360.534.9777 • Fax 360.534.9779
NW Region • 805 Dupont St, Suite 5• Bellingham, WA 98226 • Phone 360.647.6061 • Pax 360.647.8111
Kitsap Region • 5451 N.W. Newberry Hill Road, Suite ]O1 • Silverdale, WA 98383 • Phone 360.698.6787 • Fax 360.692.1919
Visit our website: ���i��.mtc-inc.net
r�'" . . !
1l�Ia er�a�s Testing c� Consultin�, Inc.
Geotechnical Engineering & Consulting � Special Inspection � Materials Testing � Environmental Consulting
LIMITATIONS
The services provided as described in this report include professional opinions and judgment based on the data
collected and our field observations. These services have been performed according to the specified codes, industry
standards, and generally accepted engineering practices. No warranty, express or implied, is provided.
Representatives of Materials Testing & Consulting, Inc. did not supervise, direct, alter, amend or change project
specifications or contractor activiry. Our statement of conformance pertains to only those items inspected and tested
by Materials Testing & Consulting, Inc. for the subject project during the time period when we were on-site.
This report may be used only by the client and only for the purposes stated, within a reasonable time from its
issuance. Any party other than the client who wishes to use this report shall notify Materials Testing & Consulting,
Inc. of such intended use. Based on the intended use of the report, Materials Testing & Consulting, Inc. may require
that additional work be performed and that an updated report be issued. Non-compliance with any of these
reguirements by the client or anyone else will release Materials Testing & Consulting, Inc. from any liabiliry
resulting from the use of this report by any unauthorized party.
We sincerely appreciate the opportunity to be of service to you on this project and look forward to offering
our services again. If you should have any questions concerning this report, please contact the undersigned
at your convenience.
Respectfully Submitted,
MATERIALS TESTING & CONSULTING, INC.
w: -�
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{,: --- /_
,�-����� _� . �. _ ---
„i �
Ross Bichel
WABO Technical Director
Page 2 of 2
Corporate • 777 Chrysler Drive • Burlington, WA 98233 • Phone 360.755.1990 • Fax 360.755,1980
SW Region • 2118 Black Lake Blvd. S.W.• Olympia, WA 98512 • Phone 360.534.9777 • Fax 360.534.9779
NW Region • 805 Dupont St, Suite 5• Bellingham, WA 98226 • Phone 360.647.6061 • Fax 360.647.8111
Kitsap Region • 5451 N.W. Newberry Hill Road, Suite ]O1 • Silverdale, WA 98383 • Phone 360.698.6787 • Fax 360.692.1919
Visit our website: �m��a��a�.mtc-inc.��et
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Burlington Coat Factory - Tukwila -166154 - Proprietary Anchors: Report #P13668
CLIENT Burlington Stores DATE 08/l7/2016
PROJECT LOCATION 17480 South Center Parkway PFRMIT # D16-0198
Tukwila WA
Inspection Information:
lnspection Date: �8/17/2016 Time Onsite: 06:00 AM Weather C'onditions: Clear
Inspcction Performed:
Field Data:
Base Material:
� Concrete
"I�hickness in ioches:
Proprietary Anchors
l:xisting
Specified Compressive Strength in psi: Lxis[ing
Hole Data in inches:
Depth: 4" Edge Distance: Na End Uis[ance: Uiameter: 3/8" Spacin�: �-8.
O Clean O llrillcd O Cored
Mechanical Anchor Data:
ryu�: }i;ir; xri-Fz
Length in inches: 4" lliameter in inchex: 3/8 Torqoe (rt. Ibs.): 40 ❑ Setfing'1'oo( Present
Adhesive Anchor Data:
Product \ame:
I.,ocation:
Number ot'anchors:
� '1'hreaded Rod
Anc6or Length in Inches:
B�tch #:
tixp. Date / Shelf 1_,ife:
Anchor Diameter in Inches:
Rcmark5:
MTC onsite as requested to inspect previously installed anchor bolls. M7'C inspected a re�resentat,ive satnple of bolts which �vere fi�und to
be of the correct ryne and ti�htened wit�hin the reqaired torque value (40 fooUlbs) noted on the I�SR report. Bolcs were in compliance to
project plans.
Images:
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f°r�P�neyie *}:r? 4��rrclrr 17rLti•�r • I�u,����ny�lam. i4`,i 4���4 * WWnn�� ��t�ip.��S_I§+�11 • F`3x .�bt�.?5�.9+dM�!
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Burlington Coat Faclory - Tukwiln - 76BI54, 08/17/2016, #P13668, Page 1 oj1
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Burlinglon Coa! Factory - Tukwila - 16B154, 08/17/1076, #P13668, Page 2 of 2
STRUCTURAL DESIGN CALCULATIONS
For
Seismic Shelving Analysis �':: �° � �,
.�
Burlington Coat
Tukwila, WA
REVIEWED FOR ,
CAD� CC?MPLIANCE
Q►�P�ON�D
AUG Q �. 20��
Ci� c�'it�i�ril� �
BUlLDIf�C� i�6�/t���►� �
�
AMBROSE
ENGINEERING
INCORPOR.ATED
N215 COMMERCE CT., CEDARBURG, WI 53012
PH. [262] 377-7602, FAX [262] 377-4868
ambeng@ambeng.com
Job # 016-260
June 14, 2016
Calculations prepared for
MEG\�/"
hlerchandising Equipman. Group, LLC
RECEIVED
CITY OF TtJKWILA
JUL 20 2016
Merchandising Equipment Group, LLC 502 South Green Street Cambridge City, IN 47327-0240 (765) 478-3141 www.megfixtures.com
ER .
�
�
. h�,' �� � �.... .. �w}
:Y _-,� ti..�•-�- '•s ,..1
Reference Data
These calculations review the design and installation of storage racks for structural adequacy. The sealing of these drawings
is for the structural review of the storage racks only. Other information is not reviewed or approved.
Building Code C
� �C���J
• ASCE 7-10
• Rack Manufacturers Institute - Industrial Steel Storage Racks Manual (RMI)
Loads
Vertical (dead plus live)
Stationary Shelving by Merchandising Equipment Group, LLC (MEG
Maximum permissible load per shelf < 1171bs
Maximum permissible load per unit < 3501bs
Component Design Procedure
• Structural Analysis based on analyfiical model of one shelving unit only.
�g� • Posts/Spreaders designed for double loading to account for back to back or end to end shelf orientations.
: :� 'r a w� �.,� � .
�, i���, a�a ��^: �•� Aneh�rsfFxacks designed for double loading to account for back to back or end to end shelf orientations.
• X�Brace(s) designed for (2) times the loading to account for (1) set of x-braces per (2) units, typical.
:���{" i yl j'3.
� _ � �.; t.
.�. . �ta; �` :i�i3. . .:i
,�,-�a� �� �r ,,�' �, n r.�
�i� �'( , 3! . �; � 11 r^` *V ��
�Ty,, �. .� �y,plP ? �� : �
',�;� .�. � fi'''�..�` �'�,�;,;> «, ��-,,,, �
t �
�(� Design Maps Summary Report
User-Specified Input
euilding Code Reference Document 2012 International Building Code
(which utilizes USGS hazard data available in 2008)
Site Coordinates 47.44645°N, 122.Z6207°W
Site Soil Classification Site Class D-"Stiff Soil"
Risk Category I/II/III
: � ..._ Z R rts� a r�t : - -�;. `.� - . .
� . � �� � �` � J,1�� . ' 1 w,�� 5 i
+�" �'' `�t,� � � Rf1��1Tj��O�N � ,�� �MJ2M� • %, �,
�. �" I � , a•• •1 . N{{JIf� �d�� � ^�' .. . .t -
' r:� i 'x �� rl��RTt ;i,`.� , A
� *��� , i `•* �Uf��`F'1 � _�,.�fiiM �a�?�x r� �., �
.' . ; �•,�''M" . ._,.,,: •� `� �:�?
� � i'. ' . � � j �.. : 'i::�� ,'Yi
, , 'w/�SI'1�G� � --'5����� : �� . . � s�
.. ' { �'� ... A � _� '� le �
..,� . ,, , . . y TACOIi�A �VTt - � . , .
.� �
��' � �� z A1�EFORT iVdB�?�� �/d�'��'�' •�"�O�
s-� D�S_iVi011''�4�5l, � - ��1
- t " � . ' �.! ._ .
-y - I j;
, .1 { ' �, - �, i �E I'M t � ..
_. i � ,s
,� , t � , +�t7�Ylii�OEl
� ` �� _ �4r+i9URN _ ��
f' � .. 7F� .
USGS-Provided Output
SS = 1.444 g SMg = 1.444 g Spg = 0.963 g
S1 = 0.538 g SM1 = 0.807 g Spi = 0.538 g
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.
MCER Response Spectrum
1.65
1.50
1.35
1.20
1.05
� 0.90
v
y O.TS
0.60
0.45
0.30
0.15
0.00
0.00 0.20 O.dO 0.60 0.80 1.00 1.20 1.d0 1.60 1.80 2.00
Period, T (sec)
Design Response Spectrum
i.io
1.00
0.90
0.80
0.70
0� 0.60
y 0.50
0.40
0.30
0.20
0.10
0.00
0.00 0.20 O.dO 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
Period, T (sec)
Although this information is a product of the U.S. Geologica) 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.
r�AMBROSE ENGINEERING INC.
W66 N216 CONIMERCE CT.
/ CEDARBURG, WI53012
Shelf Information
Length � 48 ', m
Width 24 �i in
Height 144 �in
Bottom Shelf "height" 3 in
Second Shelf "height" � 91 � in
Typical Shelf "height" 88 ; in
Number of Shelves 3
Units Laterally Supported 2
Importance Factor lA
R,� (braced) � 4 �
RZ (unbraced) 3 6
Spl 0.963
Sps 0.538 '
Seismic Design Category D
Ca (From RMI) 0.200
Above first floor No
Job: Burlington Coat - Tukwila, WA Page:
Job #: 016-260 By:
Date: 6/14/2016 Checked:
Shelf Profile
Seismic design pmcedures follow IBC 2012
ASCE 7-1012.8.3,15.5.3, and RMI MH16.1
Seismic Base Shear, V
V=CSxIpzWs
RMI ASCE 7-10 (min)
Cs �R=`�� 0.1345 0.075
CS (R�) 0.08967
Product Load, PL 350 lbs (max load per unit)
Cs 0.135
Dead Load, DL 1.5�psf
Posts double loaded to account for side to side orientaHan
Load per Shelf Load Per Post Dead Load per Shelf
Shelf # [lbs] [lba] [lbs]
1 117 5S 12.00
2 117 58 12.00
3 117 58 12.00
Total 350 lbs
WS =(0.67 z PL�, x PL) + DL
Ws 270.5 lbs
V (R�) 36 lbs
V (R�) 24 lbs
36 lbs
��AMBROSE ENGIlVEERING INC. Job: Burlington Coat - Tukwila, WA Page:
W66 N216 COMMERCE CT. Job tt: 016-260 By:
� CEDARBURG, WI53012 Date: 6/14/2016 Checked:
Vertical Distribution of Forces
Vw hk From RMIMH16.1
F _ x x �
x ^ For all levels k 1.0
�W�hk h/d 6.00
��
All shelves loaded to 67% capacity: Posts double loaded to account for side to side orientation
Shelf k Load per Shelf Height Post Load
(lbs] [in] Modified for # of Racks
1 78 3 39.1
2 78 88 39.1
3 78 144 39.1
Braced Direction (Longitudinal, X) R=4
Load Case 1: All shelves loaded at 67%
Shelf #
1
2
3
Total
wXhx
x
[lb-in]
235
6879
11256
18369 lb-in
Load Case 2: Top ehelf 100% loaded
•al Load at �
Level [lbs]
0.5
13.6
22.3
Wa,wP 175 Ibs
V�p = F�P 24 Ibs Lateral load af top shelf
Each Node
[lbs]
0.23
6.81
11.15
�
RMS
Load Case 1
Load Case 2
��AMBROSE ENGINEERING INC. Job: Burlington Coat - Tukwila, WA Page:
W66 N216 COMMERCE CT. Job Ik: 016-260 By:
� CEDARBURG, WI53012 Date: 6/14/2016 Checked:
Unbraced Direction (Transverse, Z) R=6
Load Case 1: All shelves loaded at 67%
Shelf # W"h"K
[lb-in;
1 235
2 6879
3 11256
Total 18369 lb-in
Load Case 2: Top shelf 100% loaded
Lateral Load at
Level [lbs]
0.3
9.1
14.9
Wa,wP 175 lbs
V�p = F�p 16 lbs Lateral load at top shelf
Specific Load Combinations (per RMI MH16.1 §2.1)
Load Factors DL LL (PL) EQ
Combination #1 1.00 - -
Combination �2 1.00 1.00 -
Combination #3 0.75 0.75 -0.50
Combination �4 0.75 0.75 0.50
Combination #5 1.00 0.88 -
Member
Spreader Beam
MII,� 258 in-lb (from RAM)
fb 2041 psi
Fb 21600 psi
f�b 0.094 OK
Spreader Beam Connection
Rivet Spacing 2 in
Rivet Diameter ' 0.1875 in
Shear Capacity of Rivet
V��,, � 591 lbs
VaPP�� IZ% 1175
RIVET OK
Each Node
[lbs]
0.15
4.54
7.43
Section Properties
SX 0.1264'i in3
Fy 3600p' �psi
RMS
Load Case 1
Load Case 2
V 129 lbs
X-Brace - Shelf supports 2 units
Axial Force �36 �lbs
(for one shelf, spreadsheet multiplies by 2)
Ft 14400 psi
Area ��_0.0525 _ �in2
fi 1371 psi
� BRACE O�
� X-Brace Connection to Upright #10 Screw, 18 GA Upright
� Va 422 lbs Applied Force 72 lbs
.�
V„ 591 lbs SCREW OK
{
� �-� AMBROSE ENGINEERING INC.
! !� W66 N216 COMMERCE CT.
� CEDARBURG, 4VI 53012
1 Anchor Diameter 0.375 in
Uplifta,� 55 lbs
Vm� 135 lbs
Interaction 0.0257
ANCHORS OK
Slab Information
P 214 lbs
f � 3000 psi
tslab 4 lIl
bo 3i lIl
F� 29796 lbs
A 0.712 ftz
Job: Burlington Coat - Tukwila, WA P3ge:
Job #: 016-260 By:
Date: 6/14/2016 Checked:
Anchor
Expansion Anchor Hilti Kwik Bolt TZ
f� 3000 psi
heff 2.5 in
T�oW 937 lbs
V�o„, 1565 lbs
Slab Check
i?b = 2.0 for
anchorage
Base Plate Dimensions
b �in
w 2.25 in
Soil Pressure Under Slab 301 psf < 1000 psf - OK
�
a �,ow.
� � ATTAGNUV(USNTTO
ATTnCNMF.M RATE
1V! rtOx�/lI�OI
B\ IIEADSAIS
.i/� �
� � 0,��,
�
����a� �:�PONOlES
FOR ANGLE COLUMN ANALYSIS, SEE
ATTACHED RAM ELEMENTS ANALYSIS
COLUMNS ANALYZED IN BOTH
DIRECTIONS
JLM
RMS
ICC-ES
ESR-1917
r�
�-- Ambrose Engineering Inc.
Current Date: 6/14/2016 4:53 PM Structural Englneer. Ambrose Engineering
Units system: English
File name: S:\2016dwg\016-260 MEG - Burlington Coat - Tukwila, WA\Calcs\RAM\016-260 Burlington Coat - Tukwila, WA.etr\
Report: Summary - Group by member
Load condiUons to be included in design :
c01=DL
c02=DL+LLA
c03=DL+LLT
c04=0.75D L+0.75LLA+0.5EPXA
c05=0.75DL+0.75LLA+0.5ENXA
c06=0.75D L+0.75LLA+0.5EPXT
c07=0.75D L+0.75LLA+0.5E NXT
c08=0.75DL+0.75LLA+0.5EPZA
c09=0.75DL+0.75LLA+0.5ENZA
c10=0.75DL+0.75LLA+0.5EPZT
c11=0.75DL+0.75LLA+0.5ENZT
c12=0.75D L+0.75LLT+0.5EPXA
c13=0.75DL+0.75LLT+0.5ENXA
Steei Code Check
c14=0.75DL+0.75LLT+0.5EPXT
c 15=0.75DL+0.75LLT+0.5ENXT
c 16=0.75DL+0.75LLT+0.5EPZA
c 17=0.75DL+0.75LLT+0.5ENZA
c18=0.75DL+0.75LLT+0.5EPZT
c 19=0.75DL+0.75LLT+0.5ENZT
c20=0.75DL+0.75LLA+0.5EPXA
c21=0.75DL+0.75LLA+0.5ENXA
c22=0.75DL+0.75LLA+0.5EPXT
c23=0.75DL+0.75LLA+0.5ENXT
c24=0.75DL+0.75LLA+0.5EPZA
c25=0.75DL+0.75LLA+0.5ENZA
c26=0.75DL+0.75LLA+0.5EPZT
c27=0.75DL+0.75LLA+0.5ENZT
c28=0.75DL+0.75LLT+0.5EPXA
c29=0.75DL+0.751LT+0.5ENXA
c30=0.75DL+0.75LLT+0.5EPXT
c31=0.75DL+0.75LLT+0.5ENXT
c32=0.75DL+0.75LLT+0.5EPZA
c33=0.75DL+0.75LLT+0.5ENZA
c34=0.75DL+0.75LLT+0.5EPZT
c35=0.75DL+0.75LLT+0.5ENZT
c36=DL+0.88LLA
c37=DL+0.88LLT
Description Sectlon Member Ctrl Eq. Ratio Status Reference
brece RectBar070x.75 65 c13 at 50.00% 0.15 OK Eq. H1-1b
66 c12 at 50.00% 0.15 OK Eq. H1-1 b
67 c13 at 47.92% 0.17 OK Eq. H1-1b
68 C12 at 47.92% 0.17 OK Eq. H1-1 b
column
sinale rvt bm
soreader
aIslLU 1.5x1.5x0.0598
LU 1x2 11_16x0B8
a1s/C 1.25x4.5x068
1 c09 at 1.56% 0.90
2 c08 at 1.25°k 0.80
3 c04 at 1.56°�6 0.90
4 c08 at 1.25°� 0.77
7 c05 at 100.00% 0.10
8 c05 at 100.00°k 0.03
18 c13 at 100.00% 0.20
39 c16 at 100.00°r6 0.11
55 C09 at 50.00% 0.18
57 c04 at 100.00°� 0.09
6
32
41
48
49
51
52
54
C05 at 0.00%
c13 at 0.00°k
c04 at 100.00%
C12 at 100.00°�
c12 at 0.00°�
c12 at 0.00°�
c13 at 100.00%
c13 at 0.00%
0.06
0.07
0.06
0.07
0.02
0.01
0.02
0.01
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
C5.2.1-1
C5.2.1-1
C5.2.1-1
C5.2.1-1
Eq. H2-1
Sec. F1
Eq. H2-1
Eq. H2-1
Sec. F1
Sec. F1
C5.2.1-3
C5.2.1-2
C5.2.1-3
C5.2.1-2
C3.3.1-1
C3.3.1-1
{1�
� Ambrose Engineering Inc.
Current Date: 6/14/2016 4:56 PM Structural Englneer. Ambrose Engineering
Units system: English
Flle name: S:\2016dwg\016-260 MEG - Burlington Coat - Tukwila, WA\Calcs\RAM\016-260 Burlington Coat - Tukwila, WA.etr\
Steel Code ChecK
Report: Concise
Members: Hot-rolled
Design code: AISC 360-2010 ASD
Member . 65 (brace)
Design status . OK
Sec�ion Information
Section name: RectBar 070x.75 (US)
Dlmensions
,
, `���: i
u .� . �:
ki `:
y,
a = 0.750 [in] Height
b = 0.070 [in] Width
Propertfes
Section properties
Gross area of the section. (Ag)
Moment of Inertia (local axes) (I)
Moment of Inertia (principal axes) (I')
Bending constant for moments (principal a�ds) (J')
Radius of gyration (local axes) (r)
Radius of gyration (principal axes) (r')
Saint-Venar�t torsion constant. (J)
Section warping constant. (G1�v)
Distance from centroid to shear center (principal axis) (xo,yo)
Top elastic section modulus of the section (local axis) (Ssup)
Bottom elastic section modulus of the section (local axis) (Sin�
Top elastic section modulus of the section (principal a�ds) (S'sup)
Bottom elastic section modulus of the section (principal axis) (S'in�
Plastic section modulus (local axis) (Z)
Plastic section modulus (principal auis) (Z')
Polar radius of gyration. (ro)
Area for shear (Aw)
Torsional constant. (C)
Materlal : A570 Gr50 cold form weightless
Propertles
Yield stress (Fy):
Tensile strength (Fu):
Unit
[in2]
[in4]
[in4]
[in]
[in]
[in]
[in4J
[in6)
[in]
[in3]
[in3]
[in3]
[in3]
[in3]
[in3]
[in]
[in2]
[in3]
unit
[Kipfin2j
[Kip/in2]
Major axls Minor axis
0.053
0.002 2.14E-05
0.002 2.14E-05
0.000 0.000
0.217 0.020
0.217 0.020
8.07E-05
0.000
0.000 0.000
0.007 6.12E-04
0.007 6.12E-04
0.007 6.12E-04
0.007 6.12E-04
0.010 9.19E-04
0.010 9.19E-04
0.217
0.053 0.053
0.011
Value
50.00
65.30
Elasticity Modulus (E):
Shear modulus for steel (G):
[Kip/in2] 29000.00
[Kip/in2] 11507.94
DESIGN CRITERIA
Description Unit Value
Length for tension slendemess ratio (L) (ft] 5.48
Distance between member lateral bracing points
Length (Lb) [ft]
Top Bottom
5.48 5.48
Laterelly unbraced length
Length [ft] Effective length factor
Major axis(L33) Minor axis(L22) Torsional axis(Lt) Major axis(K33) Minor axis(K22) Torsional axis(Kt)
5.48 5.48 5.48 1.0 1.0 1.0
Additlonal assumptlons
Continuous lateral torsional restraint Yes
Tension field action No
Continuous flexural torsional restraint No
Effective length factor value type None
Major axis frame type Sway
Minor auis frame type Sway
DESIGN CHECKS
AXIAL TEN310N DESIGN �
Axlal tenslon
Ratio . 0.02
Capacity . 1.57 [Kip] Reference : Eq. Sec. D2
Demand . 0.03 [Kip] Ctri Eq. : c12 at 0.00%
Intermedlate results Unit Value Reference
Factored axial tension ca�aciN(Pn/SZ) [Kip] 1.57 Eq. Sec. D2
AXIAL COMPRESSION DESIGN '"!�
Comoression in the malor axis 33
Ratio . 0.00
Capacity . 0.09 [IGp]
Demand . 0.00 [Kip]
Intermedlate results
Section classification
Factored flexural bucklina strenath(Pn33/S2)
Reference
Ctrl Eq.
Unit
[Kip]
: Sec. E1
: c05 at 50.00%
Value Reference
0.09 Sec. E1
Comoression in the minor axis 22
Ratio . 0.02
Capacity . 0.00 [Kip]
Demand . 0.00 [Kip]
Intermediate results
Section classification
Factored flexural bucklina strenath(Pnz2/S2)
Reference
Ctrl Eq.
Unit
[Kip]
: Sec. E1
: c05 at 50.00%
Value Reference
0.00 Sec. E1
FLEXURAL DESIGN �
Bendina about maior axis. M33
Ratio . 0.14
Capacity . 0.02 [Kip"ft] Reference : Sec. F1
Demand . 0.00 [Kip"ft] Ctrl Eq. : c13 at 50.00°�
Intermediate results Unit Value Reference
Section classification
Factored vieldina strenath(Mn/Si) [Kip*ft] 0.02 Sec. F1
Bendins� about minor axis. M22
Ratio . 0.01
Capacity . 0.00 [Kip'ft] Reference : Sec. F1
Demand . 0.00 [Kip•ft] Ctrl Eq. : c05 at 46.88%
Intermediate results Unit Value Reference
Section class�cation
Factored vieldina strenath(Mn/S2) [Kip`ft] 0.00 Sec. F1
DESIGN FOR SHEAR
Shear In malor axls 33
Ratio .
Capacity .
Demand .
Intermedlate results
Factored shear ca�acitv(Vn/SZ)
Shear in minor axls 22
Ratio .
Capacity .
Demand .
Intermediate results
0.00
0.94 [Kip]
0.00 [Kip]
0.00
0.94 [Kip]
0.00 [Kip]
�
Ct�i Eq. : C05 at 0.00%
Unit Value Reference
[Kip] 0.94
Ctri Eq. : c05 at 50.00%
Unit Value Reference
0
Factored shear caoaciN(Vn/SZ)
TORSION DESIGN �
Torsion
Ratio . 0.01
Capacity . 0.00 [Kip"ft]
Demand . 0.00 [Kip"ft]
Intermediate results
Factored torsion caoaciN(Tn/Si)
[Kip]
Ctrl Eq.
Unit
�Kip*ft]
0.94
: c04 at 50.00%
Value Reference
0.00
COMBINED ACTIONS DESIGN �
Combined flexure and axial compresslon
.............................................................................................................................................................................
Ratio . 0.14
Ctrl Eq. . c05 at 50.00°r6 Reference : Eq. H1-1b
.............................................................................................................................................................................
Intermediate results Unit Value Reference
Interaction for doublv svmmetric members for in-olane bendinq — 0.14 Eq. H1-1 b
Interaction for doub�y svmmetric members for out-of-olane bendinq — 0.04 Eq. H1-2
Combined flexure and axlal tenslon
.............................................................................................................................................................................
Ratio . 0.15
Ctrl Eq. . c05 at 50.00°� Reference : Eq. H1-1b
.............................................................................................................................................................................
Intennedlate results Unit Value Reference
Combined flexure and axlal compresslon about local axls
.............................................................................................................................................................................
Ratio . N/A
Ctri Eq. . — Reference .
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Combined flexure and axial tenslon about local azls
.............................................................................................................................................................................
Ratio . N/A
Ctri Eq. . — Reference .
.............................................................................................................................................................................
Combined torslon, flexure, shear and aulal compression
.............................................................................................................................................................................
Ratio . N/A
Ctr1 Eq. . — Reference .
.............................................................................................................................................................................
Combined torsion, flexure, shear and axlal tenslon
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Ratio . N/A
Ctr1 Eq. . — Reference .
.............................................................................................................................................................................
Members: Cold-formed
Design code: AISI 2001 Sup. 2004 ASD
Member
Design status
PROPERTIES
. 1 (column)
. OK
Secuon information
Section name: aisiLU 1.5x1.5x0.0598 (US)
Dimensions
; •:+' ,1; {;
a, -
��r.
Y. _
: -. . :a ,.
a = 1.500 [in] Ftange width
r = 1.500 [in] Inside bend radius
t = 0.060 [in] Thickness
Properties
Sectlon propertles Unit
Gross area of the section. (Ag) [in2]
Moment of Inertia (principal axes) (1� [in4]
Bending constant for moments (principal axis) (J') (in)
Radius of gyration (principal axes) (r� (in]
Saint-VenaM torsion constant. (J) [in4]
Section warping constant. (G1nr) [in6j
Distance from centroid to shear center (principal axis) (xo,yo) [in]
Top elastic section modulus of the section (principal a�ds) (S'sup) [in3]
Bottom elastic section modulus of the section (principal axis) (S'in� [in3J
Polar radius of gyration. (ro) [in]
Mate�lal : A570 Gr50 cold form
MaJor auls
0.147
0.063
0.000
0.653
2.10E-04
0.000
-0.876
0.057
0.057
1.101
Descrlptlon Unit Value
Yield stress (Fy): [KipM2] 50.00
Tensile strength (Fu): [Kipfin2] 65.30
Elasticity Modulus (E): [Kipfin2] 29000.00
Shear modulus for steel (G): [Kipfin2] 11507.94
DESIGN CRITERIA
Description
Effective length factor (I�
Effedive length factor for torsion
Unbraced compression length (Lx, Ly)
Length for torsion and lateral-torsional buckling
Lateral bracing
Mlnor axis
0.003
2.223
0.134
0.000
0.011
0.010
Unit Ma)or axis Mlnor axis
— 1.78 1.83
— 1.00
[ft] 4.50 4.50
[ftj 7.50
— Yes Yes
Additional hypotheses
Bearing length
Positive flange fastened
Negative flange fastened
Continuous lateral torsional restraint
SERVICE CONDITIONS
Verlflcation Unit
Maximum geometric slendemess (Ur) —
Geometric slendemess (KUr) —
- Slendemess greater than recommended (KUr 200)
Deflection in compression and/or bending [in]
DESIGN CHECKS
DESIGN FOR FLEXURE "�
Bendina about malor axis. M33
Ratio . 0.28
Capacity . 0.09 [IGp*ft]
Demand . -0.03 [IGp*ft]
[in]
0.00
No
No
No
Value Ctrl EQ
179.80
329.77
1.34 c08 at 100.00%
Reference
(Com. C4F)
Reference : (Sec. C3)
Ctri Eq. : c17 at 2.34%
Intermedlate results Unit Value Reference
Nominal flexural strenath (Mnxl [Kip'ft] 0.15 (Sec. C3)
Bendina strenath factor (��, — 1,67 (Sec. C3.1.1)
Bendina about minor axis. M22
Ratio . 0.27
Capacity . 0.05 [Kip*ft] Reference : (Sec. C3)
Demand . -0.01 [Kip•ft] Ctri Eq. : c05 at 60.94%
Intermediate results Unit Value Reference
Nominal flexural strenath (Mnv) [Kip'ft] 0.08 (Sec. C3)
Bendina strenath factor ($1 — 1.67 QSec. C3.1.1)
DESIGN FOR SHEAR �
Shear oarallel to minor axis. V2
Ratio . 0.03
Capacity . 2.33 [Kip] Reference : (Sec. C3.2)
Demand . -0.07 [Kip] Ctrl Eq. : c13 at 0.00%
Intermediate results Unit Value Reference
Nominal shear strenath Nn) [Kip] 3.73 (Sec. C3.2)
Shear strenath factor (�v_� — 1.60 (Sec. C3.2.1)
Shear oarallel to malor auls. V3
Ratio
Capacity
Demand
Intertnediate results
Nominal shear strenqth Nn)
Shear strenath factor ($1
0.02
2.33 [Kip]
0.05 [Kip]
Reference
Ctrl Eq.
Unit
[Kip]
: (Sec. C3.2)
: C17 at 0.00°r6
Value Reference
3.73 (Sec. C3.2)
1.60 (Sec. C3.2.1)
DESIGN FOR TENSION �
Tension
Ratio . 0.00
Capacity . 5.26 [Kip] Reference : (Eq. C2-1)
Demand . 0.00 [Kipj Ctrl Eq. : c01 at 0.00%
Intermedlate results Unit Value Reference
Nominal tension strength (Tnl [Kip] 8.79 (Sec. C2)
Tension strenath factor (�t� — 1.67 (Sec. C2)
DESIGN FOR COMPRESSION "�
Comoression
Ratio . 0.70
Capacity . -0.23 [Kip]
Demand . -0.16 [Kip]
Intertnediate results
Nominal comoression strenath (Pnl
Comoression strenath factor (�,,
Reference
Ctr1 Eq.
Unit
IK�PI
: (Sec. C4)
: c05 at 0.00%
Value Reference
-0.41 (Eq. C4.1)
1.80 (Sec. C41)
DESIGN FOR TORSION "�
Torsion
Ratio . 0.19
Capacity . 0.01 [Kip*ft] Reference :(AISC, Sec. H)
Demand . 0.00 [Kip*ft] Ctrl Eq. : c13 at 61.72°k
Intermedlate results Unit Value Reference
Nominal torsion strenath [Kip*ft] 0.01
Torsion strenath factor ($1 — 1.67
DESIGN FOR CRIPPUNG (N/A)
INTERACTION �
Combined bendlna and web crloollna ratlo
� �
Ratio . 0.00
Ctrl Eq. : C01 at 0.00%
*The equation has been modified for a maximum ratlo equal to 1.0
Combined bendina and shear ratlo Ix-xl
Ratio . 0.28
Ctrl Eq. : c17 at 2.34%
Reference : C3.3.1-1
Combined bendina and shear ratlo (v-vl
Ratio . 0.17
Ctri Eq. : c05 at 60.94%
Reference : C3.3.1-1
Combined flexure and tension ratlo
Ratio . 0.38
Ctrl Eq. : c12 at 43.75%
Reference : C5.1.1-2
Combined flexure and comoresslon ratlo
Ratio . 0.90
Ctr1 Eq. : c09 at 1.56%
Reference : C5.2.1-1
CRITICAL STRENGTH RAT10 �
.............................................................................................................................................................................
Ratio . 0.90
Ct�l Eq. . c09 at 1.56% Reference : C5.2.1-1
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Member . 48 (spreader)
Design status . OK
PROPERTIES
Secvon Information
Section name: aisiC 1.25x4.5x.068 (US)
Dimensions
�-- .---�
+�~
: �I. �.��*: �'
! Lb I I I
•
! � -. . � a:.�.
a 1.250 [in] Flange width
b = 4.500 [in] Depth
r = 0.136 [in] Inside bend radius
t = 0.068 (in] Thickness
Properties
Sectlon properties
Gross area of the section. (Ag)
Moment of Inertia (principal axes) (I')
Bending constant for moments (principal axis) (J')
Radius of gyration (principal axes) (r�
Saint-Venant torsion constant. (J)
Section warping constant. (Cw)
Distance from centroid to shear center (principal axis) (xo,yo)
Top elastic section modulus of the section (principal a�ds) (S'sup)
Bottom elastic section modulus of the section (principal axis) (S'infl
Polar radius of gyration. (ro)
Material : A570 Gr50 cold form
Description
Yield stress (Fy):
Tensile strength (Fu):
Elasticity Modulus (E):
Shear modulus for steel (G):
DESIGN CRITERIA
Descrlptlon
Effective length factor (Iq
Effective length factor for torsion
Unbraced compression length (Lx, Ly)
Length for torsion and lateral-torsional buckling
Lateral bracing
Additional hypotheses
Bearing length
Positive flange fastened
Negative flange fastened
Continuous lateral torsional restraint
SERVICE CONDITIONS
Verlflcation
Maximum geometric slendemess (Ur)
Geometric slendemess (KUr)
Deflection in compression and/or bending
DESIGN CHECKS
DESIGN FOR FLEXURE �
Bendina about malor axis. M33
Ratio . 0.02
Capacity . 1.25 [Kip`ft]
Demand . 0.02 [Kip*ft]
Intermediate results
Nominal flexural strenath (Mnxl
Bendina strenath factor ($1
Unit
[inj
J �
Unit Major axls Minor axis
[in2] 0.456
[in4j 1.250 0.059
[in] 0.000 2.723
[in] 1.656 0.361
[in4] 7.19E-04
[in6] 0.214
[in] -0.626 0.000
(in3] 0.556 0.060
[in3] 0.556 0.232
[in] 1.807
Unit
[Kip/in2]
[Kip/in2]
[Kip/in2]
[Kip/in2]
Value
50.00
65.30
29000.00
11507.94
Unit MaJor axis Mlnor axis
— 1.00 1.00
— 1.00
[ft] 2.00 2.00
[ft] 2.00
— No No
[inj 0.00
No
No
No
Value Ctrl EQ
66.57
66.57
0.00 c08 at 75.00%
Reference
(Com. C4F)
Reference : (Sec. C3)
Ctri Eq. : c16 at 100.00%
Unit Value Reference
[Kip'ft] 2.09 (Sec. C3)
— 1.67 (Sec. C3.1.1)
Bendins� about minor axis. M22
Ratio . 0.06
Capacity . 0.11 [Kip"ft]
Demand . -0.01 [Kip'ft]
Intermedlate results
Nominal flexural strength (Mn�
Bendina strenath factor (��
Reference
Ctr1 Eq.
Unit
[Kip'ft]
: (Sec. C3)
: C12 at 100.00%
Value Reference
0.19 (Sec. C3)
1.67 (Sec. C3.1.1)
DESIGN FOR SHEAR �
Shear oarallel to minor a�cis. V2
Ratio . 0.00
Capacity . 4.83 [Kip] Reference : (Sec. C3.2)
Demand . 0.02 [Kip] Ctrl Eq. : c08 at 0.00%
Intermedlate results Unit Value Reference
Nominal shear strenath Nn) [Kip] 7.72 (Sec. C3.2)
Shear strenath factor (�y� — 1.60 (Sec. C3.2.1)
Shear oarallel to malor auls. V3
Ratio . 0.00
Capacity . 2.67 [Kip] Reference : (Sec. C3.2)
Demand . 0.00 [Kipj Ctrl Eq. : c12 at 0.00%
Intertnediate resuks Unit Value Reference
Nominal shear strenath Nn) [Kip] 4.27 (Sec. C3.2)
Shear strenath factor (�� — 1.60 (Sec. C3.2.1)
DESIGN FOR TENSION �
Tenslon
Ratio . 0.00
Capacity . 13.68 [Kip]
Demand . 0.04 [Kip]
Intermedlate results
Nominal tension strenath (Tnl
Tension strenath factor (��
DESIGN FOR COMPRESSION �
Comoresslon
Ratio . 0.00
Capacity . -7.15 [Kip]
Demand . 0.00 [Kip]
Reference
Ctri Eq.
Unit
[Kip]
Reference
Ctrl Eq.
: (Eq. C2-1)
: c13 at 0.00%
Value Reference
22.85 (Sec. C2)
1.67 (Sec. C2)
(Sea C4)
c09 at 0.00%
Intermedlate results
Nominal com�ression strenath (Pn)
Compression strenath factor (�c�
Unit
[Kip]
Value Reference
-12.87 (Eq. C4.1)
1.80 (Sec. C41)
DESIGN FOR TORSION �
Torsion
Ratio . 0.04
Capacity . 0.02 [Kip'ft] Reference :(AISC, Sec. H)
Demand . 0.00 [Kip*ft] Ctrl Eq. : c05 at 0.00%
Intermediate results Unit Value Reference
Nominal torsion strenath [Kip`ft] 0.03
Torsion strenath factor (�� — 1.67
DESIGN FOR CRIPPLING �
Web crioolina stren�tth
Ratio . 0.00
Capacity . 0.73 [IGp] Reference : (Sec. C3.4)
Demand . 0.00 [Kip] Ctrl Eq. : c01 at 0.00%
Intermedlate results Unit Value Reference
Nominal crioolina strenath (Pnl [Kip] 1.35 (Eq. C3.4.1-1)
Crioolina strenath factor (�� — 1.85 (Tables C3.4.1)
Crioolina strenath factor (�w�, — 1.85 (Tables C3.4.1)
INTERACTION '�
Combined bendins� and web criuolins� ratio
Ratio . 0.01
"The equatlon has been modlfled for a maxlmum ratlo equal to 1.0
Combined bendina and shear ratlo (x-x1
Ratio . 0.02
Combined bendina and shear ratlo Iv-vl
Ratio . 0.06
Combined flexure and tenslon ratlo
Ratio . 0.07
Ctr1 Eq.
Reference
Ctr1 Eq.
Reference
Ctr1 Eq.
Reference
Ctrf Eq.
c16 at 100.00°�
C3.5.1-1
c16 at 100.00°k
C3.3.1-1
c12 at 100.00°k
C3.3.1-1
c12 at 100.00°k
e �
Reference : C5.1.1-2
Combined flexure and comoression ratio
Ratio . 0.07
Ctri Eq. : c12 at 100.00°�
Reference : C5.2.1-2
CRITICAL STRENGTH RATIO "�
.............................................................................................................................................................................
Ratio . 0.07
Ctrl Eq. . c12 at 100.00% Reference : C5.2.1-2
.............................................................................................................................................................................
DESIGN CALCULATIONS
FOR
-
LOZIER SHELVING
s � �
�-�: REViEWED FOR
'CODE COMPLIANCE
::��"'` APPROl�ED
��t AUG 0 2 2016
1
�
�,
' ��: � Gity �fiTukwila
BURLINGTON COAT FACTORY No. 1005
PARKWAY SUPER CENTER
17480 SOUTHCENTER PARKWAY
TUKWILA, WA 98188
�
NOTE:
THESE CALCS ARE TO SUPPLEMENT THE SHELVING
INSTALLATION MANUALS THAT ARE ISSUED FOR EACH
PROJECT. ALL SHELVING COMPONENTS SHALL BE
INSTALLED ACCORDING TO THE MANUFACTURER'S
RECOMMENDATIONS. NOTIFY ENGINEER WITH ANY
DISCREPANCIES.
CITY OF TUKWILA
JUL 20 2016
PERMtT CENTER
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JOB: 16279 DATE: 07/07/16 JOE P. HILL, P.E.
BY: CD CHD: �pH CONSULTING STRUCTURAL ENGINEERING
1801 N. HAMPTON RD., SUITE 440
DESOTO, TX 75115-2399
972-283-5111 E-Mail:Joe@jphpe.com Page 1 of 84
0
TABLE OF C.ONTENTS
DESIGN INFORMATION
- ----------------------------------------------------------------------------------------------------
FRAME B-WM
�------------------------------------------------------------------------------------------------------
FRAME B-R12
------------------------------------------------------------------------------------------------------
FRAME E1
�- ----------------------------------------------------------------------------------------------------
ANCHOR PLATE DESIGN
- ----------------------------------------------------------------------------------------------------
SLAB PUNCH SHEAR
- ----------------------------------------------------------------------------------------------------
APPENDIX A
�- ----------------------------------------------------------------------------------------------------
APPENDIX B
�- ----------------------------------------------------------------------------------------------------
APPENDIX C(ANCHOR BOLT DESIGN & ICC
_ESR-3027) ---------------------
-----------------------------------------------------------
3-8
9-27
28-46
47-82
83
84
A 1 - A46
B1 - B8
C1 - C22
JOB: 16279 DATE: 07/07/16 JOE P. HILL, P.E.
BY: CD CHD: �pH CONSULTING STRUCTURAL ENGINEERING
1801 N. HAMPTON RD., SUITE 440
DESOTO, TX 75115-2399
972-283-5111 E-Mail:Joe@jphpe.com Page 2 of 84
O
_
�� ���
�
BUILDING CODE: �1--��ERNATIONAL BUILDING CODE
ASCE 7-10 & RMI (AS IT APPLIES)
LOCATION : TUKWILA, WA
ALLOWABLE SHELVING LOADS
FRAME B-WM: 22" B x 48" W x 90" H WALL MOUNTED SHELVING (8 SHELVES)
SIM. 22" B x 36" W x 90" H WALL MOUNTED SHELVING (8 SHELVES)
SHELVING LOADS DL = 3 PSF
PL = 8 PSF
FRAME B-R12: 22" B x 48" W x 120" H WALL MOUNTED SHELVING (13 SHELVES)
SHELVING LOADS DL = 3 PSF
PL = 5 PSF
FRAME E1: 36" B x 96" W x 144" H WIDESPAN SHELVING (3 SHELVES)
SHELVING LOADS DL = 5 PSF/SHELF
PL = 180 LBS/SHELF
SHELVING FRAMING TYPES
FRAME B:
FRAME IS CANTILEVERED COLUMN SYSTEM IN TRANSVERSE DIRECTION
AND MOMENT FRAME SYSTEM IN LONGITUDINAL DIRECTION.
FRAMES E1:
FRAME IS MOMENT FRAME SYSTEM IN TRANSVERSE DIRECTION
AND MOMENT FRAME SYSTEM IN LONGITUDINAL DIRECTION.
,loB: � g279 DATE: 07/07/16 JOE P. HILL, P.E.
BY: Cp CHD: �pH CONSULTING STRUCTURAL ENGINEERING
1801 N. HAMPTON RD., SUITE 440
DESOTO, TX 75115-2399
972-283-5111 E-Mail:Joe@jphpe.com Page 3 of 84
♦
// '�\
�
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BUILDING CODE: 2015 INTERNATIONAL BUILDING CODE
W/ 2015 WASHINGTON STATE CODE AMENDMENTS
LOGATION : TUKWILA, WA
ALLOWABLE SHELVING LOADS
FRAME B-WM: 22" B x 48" W x 90" H WALL MOUNTED SHELVING (8 SHELVES)
SIM. 22" B x 36" W x 90" H WALL MOUNTED SHELVING (8 SHELVES)
SHELVING LOADS DL = 3 PSF
P� = 8 PSF
FRAME B-R12: 22" B x 48" W x 120" H WALL MOUNTED SHELVING (13 SHELVES)
SHELVING LOADS D� = 3 PSF
PL = 5 PSF
FRAME E1: 36" B x 96" W x 144" H WIDESPAN SHELVING (3 SHELVES)
SHELVING LOADS DL = 5 PSF/SHELF
PL = 180 LBS/SHELF
SHELVING FRAMING TYPES
FRAME B:
FRAME IS CANTILEVERED CO�UMN SYSTEM IN TRRNSVERSE DIRECTION
AND MOMENT FRAME SYSTEM IN LONGITUDINAL DiRECTION.
FRAMES E1: _ �.,.o,,,r�
���' p� H�1����1
FRAME IS MOMENT FRAME SYSTEM IN TRANSVERSE DIRECTION �, •f'�qs�.,, 1�
AND MOMENT FRAME SYSTEM IN LONGITUDINAL DtRECTION. ;��� �yc:,
-� .
f � �,�. :, o ;
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.IOB: �g279 DATE: 07/29/16 JOE P. HILL, P.E.
BY: Cp CHD: JPH CONSULTING STRUCTURAL ENGINEERING
1801 N. HAMPTON RD., SUITE 440
DESOTO, TX 75115-2399
972-283-5111 E-Mail:Joe@jphpe.com Page 3 of 84
� �,
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July 29, 2016
City of Tukwila
Department of Community Development
630Q Southcenter Blvd, Suite #100
Tukwila, WA
206.431.3670
Re: Correction Letter # 1
Development Permit Application #: D16-0198
Burlington Coat Factory — 17480 Southcenter Pkwy
Rllen Johannessen
In regards to your structural review comments from .7uly 29, 2016; we offer
the following response:
BUILDING REVIEW NOTES
1. Changed International Building Code form 2012 to 2015 on page 3 of the
calculations and on sheet Sl of the plans. This will not affect the current design or
calculations.
Should you have any questions or concerns, please contact us directly at 972-283-
5111.
Sincerely,
)d�. Hill, P. E.
President
JPH:CD
,�`�pE P. H��lt�h
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• � a �:
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O ': 9 14723 p
rW
(t�.,'•:��'L`� s
: ��►4
JOE P. HILL, P.E.
CONSULTING STRUCTURAL ENGINEERING
1801 N. Hampton Rd., Suite 440
DeSoto, TX 75115-2399
972-283-5111
����� It/E%
CITY O� TU6CWIL�
JUL 2 9 2016
PERMIT CENTER
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���� Design Maps Summary Report
User-Specified Input
. Report Title Tukwila, WA
Thu July 7, 2016 21:29:38 UTC
Building Code Reference Document 2012/2015 International Building Code
(which utilizes USGS hazard data available in 2008)
Site Coordinates 47.44585°N, 122.26011°W
Site Soil Classification Site Class D-"Stiff Soil"
'_
:
�y
�' Vash4r�,
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.�
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l
'�c
Risk Category I/II/III
- ----- �r* *sxsxrw�- - --- � -- - ----�
;' ' o nlir� � � � � -=--�
; � �� : � �._^_�
,� �` - ` �,,�.',\ � REN7'ON � - " : ..� S�Ud�i ' :� �
� � ;� � II�UNI �M " �'� � I
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, � ., • -�• � , ,{�� a-.�
Buri�r�
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USGS-Provided Output
SS = 1.442 g
Sl = 0.537 g
�L ° l�-�r�t�n � x ��� . `.'
'�
.,_ , �.�. ;
..i'�-i- `-' ";. �
,_,. � . , s�
� ' j � '�, ,�;,.
I '
/ ' ,`.. �� t,f � .
, �`: Maple V�iley . •
t� %� � C ,
� ,j {�._.
( �r �'�l-•' `. 'J'
'� � f �I� Q" � � / � •..
�� _ �,�Co�ni��ton � ,�_ _ ,
�, �' � ��u��► _ ��
SMS = 1.442 9 Sos = 0.961 g
SMl = 0.806 9 Sol = 0.537 g
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.
MCE� Response 5pectrum
1.65
1.50
1.35
1.20
1.05
� 0.90
y 0.75
0.6D ,
D.45
0.3D
0.15
O.OD
U.DD D.20 O.�D 0.60 0.90 1.00 1.30 1.iD 1.60 1.80 2.OD
Period, T (secj
Design Response Spectrum
i.ia
1.00
0.9D
O.BD
0.70
O� 0.6D
y O.SD
O.�D
0.3D
0.20
0.3 0
D.00
D.00 0.20 O.10 0.6D O.BD 1.00 1.20 1.l0 1.6D 1.80 2.00
Period, T (sec�
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 knowtedge.
Page 4 of 84
A � • a
b .n
�U�j� Design Maps Detailed Report
2012/2015 International Building Code (47.44585°N, 122.26011°W)
Site Class D-"Stiff Soil", Risk Category I/II/III
Section 1613.3.1 — Mapped acceleration parameters
Note: Ground motion values provided below are for the direction of maximum horizontal
spectral response acceleration. They have been converted from corresponding geometric
mean ground motions computed by the USGS by applying factors of 1.1 (to obtain SS) and
1.3 (to obtain Sl). Maps in the 2012/2015 International Building Code are provided for
Site Class B. Adjustments for other Site Classes are made, as needed, in Section
1613.3.3.
From Fiaure 1613.3.11i1 �l�
From Figure 1613.3.1�2) �2�
Section 1613.3.2 — Site class definitions
SS = 1.442 g
51=0.537g
The authority having jurisdiction (not the USGS), site-specific geotechnical data, and/or
the default has classified the site as Site Class D, based on the site soil properties in
accordance with Section 1613.
2010 ASCE-7 Standard - Table 20.3-1
SITE CLASS DEFINITIONS
Site Class
A. Hard Rock
B. Rock
C. Very dense soil and soft rock
D. Stiff Soil
E. Soft clay soil
F. Soils requiring site response
analysis in accordance with Section
21.1
vs N or N�,, s„
>5,000 ft/s N/A N/A
2,500 to 5,000 ft/s N/A N/A
1,200 to 2,500 ft/s >50 >2,000 psf
600 to 1,200 ft/s 15 to 50 1,000 to 2,000 psf
<600 ft/s <15 <1,000 psf
Any profile with more than 10 ft of soil having the
characteristics:
• Plasticity index PI > 20,
• Moisture content w>_ 40%, and
• Undrained shear strength s� < 500 psf
See Section 20.3.1
For SI: lft/s = 0.3048 m/s llb/ft2 = 0.0479 kN/mz
Page 5 of 84
Section 1613.3.3 - Site coefficients and adjusted maximum considered earthquake spectral response
acceleration parameters
TABLE 1613.3.3(1)
VALUES OF SITE COEFFICIENT Fa
Site Class Mapped Spectral Response Acceleration at Short Period
SS 5 0.25 SS = 0.50 SS = 0.75 SS = 1.00 SS >_ 1.25
A 0.8 0.8 0.8 0.8 0.8
B 1.0 1.0 1.0 1.0 1.0
C 1.2 1.2 1.1 1.0 1.0
D 1.6 1.4 1.2 1.1 1.0
E 2.5 1.7 1.2 0.9 0.9
F See Section 11.4.7 of ASCE 7
Note: Use straight-line interpolation for intermediate values of SS
For Site Class = D and SS = 1.442 g, Fe = 1.000
TABLE 1613.3.3(2)
VALUES OF SITE COEFFICIENT F„
Site Class Mapped Spectral Response Acceleration at 1-s Period
S1 <_ 0.10 S1 = 0.20 S, = 0.30 S1 = 0.40 S, >_ 0.50
A 0.8 0.8 0.8 0.8 0.8
B 1.0 1.0 1.0 1.0 1.0
C 1.7 1.6 1.5 1.4 1.3
D 2.4 2.0 1.8 1.6 1.5
E 3.5 3.2 2.8 2.4 2.4
F See Section 11.4.7 of ASCE 7
Note: Use straight-line interpolation for intermediate values of Sl
For Site Class = D and Sl = 0.537 g, F„ = 1.500
Page 6 of 84
Equation (16-37):
Equation (16-38):
SMS = FaSs = 1.000 X 1.442 = 1.442 g
SM1 = F„S1 = 1.500 x 0.537 = 0.806 g
Section 1613.3.4 — Design spectral response acceleration parameters
Equation (16-39):
Equation (16-40):
SDS - 2� SMS - Z� X 1.442 = 0.961 g
SDl -� SM1 - z� x 0.806 = 0.537 g
Page 7 of 84
Section 1613.3.5 — Determination of seismic design category
SE:
TABLE 1613.3.5(1)
:SMIC DESIGN CATEGORY BASED ON SHORT-PERIOD (0.2 second) RESPONSE ACCELERATION
RISK CATEGORY
VALUE OF Sos
I or II III IV
Sps < 0.167g A A A
0.167g 5 Sps < 0.33g B B C
0.33g <_ Sps < 0.50g C C D
0.50g <_ Sps D D D
For Risk Category = I and Sps = 0.961 g, Seismic Design Category = D
TABLE 1613.3.5(2)
SEISMIC DESIGN CATEGORY BASED ON 1-SECOND PERIOD RESPONSE ACCELERATION
RISK CATEGORY
VALUE OF Sol
I or II III IV
Spl < 0.067g A A A
0.067g 5 Spl < 0.133g B B C
0.133g <_ Spl < 0.20g C C D
0.20g <_ Spl D D D
For Risk Category = I and Sp, = 0.537 g, Seismic Design Category = D
Note: When S1 is greater than or equal to 0.75g, the Seismic Design Category is E for
buildings in Risk Categories I, II, and III, and F for those in Risk Category IV, irrespective
of the above.
Seismic Design Category =_ "the more severe design category in accordance with
Table 1613.3.5(1) or 1613.3.5(2)" = D
Note: See Section 1613.3.5.1 for alternative approaches to calculating Seismic Design
Category.
References
1. Figure 1613.3.1(1): http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC-2012-Fig1613p3p1(1).pdf
2. Figure 1613.3.1(2): http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC-2012-Fig1613p3p1(2).pdf
Page 8 of 84
u
FRAME B-WM
LOZIER WALL MOUNT SHELVING
22•B x 48" L x 90• H WALL MOUNT
,IOB: � 6279 DATE: 07/07/16 JOE P. HILL, P.E.
BY: Cp CHD: �pH CONSULTING STRUCTURAL ENGINEERING
1801 N. HAMPTON RD., SUITE 440
DESOTO, TX 75115-2399
972-283-5111 E-Mail:Joe@jphpe.com Page 9 of 84
0
SEISMIC DESIGN FRAME B-WM (22". B x 48"L x 90"H WALL)
ASCE 7& RMI (AS IT APPLIES)
EQUIVALENT LATERAL FORCE PROCEDURE FOR SHELVING
WALL
Bt'
OTNERS
£�� e . Width = 22 IN
L��� � Length = 48 IN
E 6 Max. Shelving Height = 90 IN
Levels = 8
L L 9
LEVEL 4 H SS = 1.442 � S� = 0.537 Site Class =
LEvEL 9
E L 2 Fa = 1.000 F� = 1.500
`E" " Sos = 2/3(Fa)SS = 0.961 Sp� = 2/3(F„)S� _
w
Seismic Use Group = I SEISMIC DESIGN CATEGORY =
CS = Soi
TR
CS = 1.48
Cs, naax = S�s
R
Cs, MIN - �.�44SDS
SEISMIC BASE SHEAR, V= CS Ip WS
T=0.02*h�3/4)_
R = 4.00
Ip = 1.50
CS, M,vc =
Cs, MIN -
0.537
0.09
(RMI Sec. 2.6.3)
(RMI Sec. 2.6.2)
0.24 « CONTROLS
0.04
LOADS
DL = 3 PSF
PL = 8 PSF
(FIRST LEVEL) PL = 8 PSF
TOTAL FRAME WEIGHT Ws = DL + 67%PL + 0.25LL (Per Storage Rack Section)
DL = 3 PSF x 1.83 FT x 4 FT x 8 SHELVES = 176.00 LBS
PL = 8 PSF x 1.83 FT x 4 FT x 7 SHELVES x 0.67 = 275.15 LBS
PL = 8 PSF x 1.83 FT x 4 FT x 1 SHELVES x 0.67 = 39.31 LBS (FIRST LEVEL)
WS = 490.45 LBS 0.525 x VBASE = 93 LBS
IF TOP SHELF 100% LOADED ONLY, 0.525 x VTOP = 44 LBS
,loB: � 6279 DATE: 07/07/16 JOE P. HILL, P.E.
BY: Cp CHD: JPH CONSULTING STRUCTURAL ENGINEERING
1801 N. HAMPTON RD., SUITE 440
DESOTO, TX 75115-2399
972-283-5111 E-Mail:Joe@jphpe.com Page 10 of 84
0
SEI$MIC DESIGN - FRAME B-WM (CONTINUED)
TOTAL = 490.45 Ibs per rack
DISTRIBUTED LATERAL FORCES
WXhXk Fx=(C„x) V
C„x =
E W; h�k
U Bnse = 93 LBS
PsTa,ric = 490.45 Ibs per post
k= 1.0 since Ta <_ 0.50
E (FX'` h) = 453.14 LBS-FT
LW = 22 IN
L� = 48 IN
CONNECTION DISTANCE H= 84 IN
TRANSVERSE: W = 490.45 LBS
M cRa,virv = W(LW/2)/12 = 449.58 LBS-FT
M sEisnnic = E�FX X h) = 453.14 LBS-FT
TENSION AT WALL CONNECTION =
SHEAR AT WALL CONNECTION =
129 LBS
93 LBS
,10g: 16279 DATE: 07/07/16 JOE P. HILL, P.E.
BY: Cp CHD: �pH CONSULTING STRUCTURAL ENGINEERING
1801 N. HAMPTON RD., SUITE 440
DESOTO, TX 75115-2399
972-283-5111 E-Mail:Joe@jphpe.com Page 11 of 84
O
22"B X 90"N IUALL MOUINt
4'-O��
w
N
�
w
}
� -
Z N
d �
�
�
W
LONCx17UD INAL c i
_ Q
PLAN YIEW OF tYPIG,4L LAl'OUT FOR FRAME "B—WM"
_�
O
O
"� O
� �.
�
r O
�
O �
�
O
�t
cA
61.31"
61.31�
�01.31�'
61.31M
61.31�'
61.31"
61.31�
61.31"
L �''—O" L
�— F x C8)
—� Fx(7)
—� Fx(6�
� FxlS)
� FxC4)
—� Fxl3)
—� �x(2)
—� Fxll)
UJALL
BY
OTHEI
TYP. FRONt PROFILE OF �RAME "B—WM" TYP. END PROPILE OF FR4ME "B—WM"
.log: � 6279 DATE: 07/07/16 JOE P. HILL, P.E.
BY: Cp CH�: �pH CONSULTING STRUCTURAL ENGINEERING
1801 N. HAMPTON RD., SUITE 440
DESOTO, TX 75115-2399
972-283-5111 E-Mail:Joe@jphpe.com Page 12 of 84
0
OVERTURNING MOMENTS TOP SHELF LOADED - FRAME B-WM (CONTINUED)
DISTRIBUTED LATERAL FORCES
WxhXk FX =(C�x) V k= 1.0 since Ta <_ 0.50
C�x =
� w, il;k
V TOP - � LBS
LW = 22 IN
L� = 48 IN
CONNECTION DISTANCE H= 84 IN
TRANSVERSE: W= 234.67 LBS LOAD TOP SHELF ONLY
M cRavirY = W�Lw/2)/12 = 215.11 LBS-FT
M sEisMic =��FX x h) = 248.90 LBS-FT
TENSION AT WALL CONNECTION = 67 LBS
SHEAR AT WALL CONNECTION = 45 LBS
.log: � 6279 DATE: 07/07/16 JOE P. HILL, P.E.
BY: Cp CHD: �pH CONSULTING STRUCTURAL ENGINEERING
1801 N. HAMPTON RD., SUITE 440
DESOTO, TX 75115-2399
972-283-5111 E-Mail:Joe@jphpe.com Page 13 of 84
0
COMPONENT DESIGN FOR FRAME B-WM
NOTE:SECTION PROPERTIES LISTED ON COMPONENT DESIGN SHEETS, REFER TO APPENDIX
B IN REPORT, INDICATING SHAPE, SIZE & RISA SECTION PROPERTIES FOR EACH COMPONENT.
22 IN . SHELF:
LENGTH OF SHELF (L�) = 4.00 FT
Fy = 45 KSI MIN.
W DL+LL - 20.�% PLF
MAX. M SHELF - W DL+LL x L�z I H X � 2= 4H4.00 LBS-IN
MAX. V SHELF - l•• DL+LL X L� � 2� = 40.33 LBS
FROM RISA SECTION:
REQD Sx = M sHE�F / 0.6 Fy = 0.018 IN3 Ix = 0.119 IN4
Sx = 0.099 IN3 OK
REQD AREA = V sHE�F / 0.4 Fy = 0.002 INZ
SHELF BRACKET: TL STYLE
MAX SPAN (LS) = 22 IN
AREA = 0.959 INZ OK
THEREFORE SHELF IS OK
Fy = 70 KSI MIN.
LENGTH OF SHELF (L�)= 4.00 FT
WDL+LL+O.SBPL -�DL+LL+O.HHPL� X I{ I Z= ZO.OH PLF
PVERT IMPACT - WDL+LL+0.88PL X ZrJ% = 5.02 LBS
M�MAX� _��WDL+LL+0.88PL X LS2 � 24� +�PVERT IMPACT X LS �I - 5�5.39 LBS-IN
V�MAX% =��WDL+LL+0.86PL X LS% + PVERT IMPACT J- 4�.H3 LBS
ASSUME ONLY TOP CLIP IN TENSION AREA = 0.951" x 0.12" = 0.11
TENSION CAPACITY = AREA x 0.6Fy = 4793 LBS
MOMENT CAPACITY = TENSION CAP. x 1.82 IN = 8723 LBS-IN
MOMENT CAPACITY > M(MAX)
CHECK SHEAR OF BRACKET
un��ow = AREA x 0.4Fy = 3195.36 LBS OK
THEREFORE SHELF BRACKET IS OK
INZ
OK
.log: � 6279 DATE: 07/07/16 JOE P. HILL, P.E.
BY: Cp CHD: JPH CONSULTING STRUCTURAL ENGINEERING
1801 N. HAMPTON RD., SUITE 440
DESOTO, TX 75115-2399
972-283-5111 E-Mail:Joe@jphpe.com Page 14 of 84
COMPONENT DESIGN - TRANSVERSE DIRECTION (FRAME B-WM)
UPRITE . �_ ,� Y� a� (
SECTION PROPERTIES MAX HT = 90 IN �` i
Fy = 55000 PSI �
AREA = 0.757 INZ ly = 0.237 IN° � ;
Ix = 0.817 IN4 Sy = 0.250 IN3 '� j
Sx = 0.630 I N3 ry= 0.560 I N �
rx = 1.039 I N 52,c= 1.80 -�;�—�. __._._._._i._._._._._._ ._._.__.__ �
C„� 1.0 S2b= 1.67 F� �
Unbrace Lx-x = 90 IN Kx = 1.7 ;
Unbrace Ly-y = 14 IN Ky = 1.0 Rj �
Span (LS) = 22 IN I - ; —
Psra,ric = 490.45 LBS MAX
MsrnTic = PsTnTic x(LS/12) / 2= 449.58 LBS-FT
kLx _ 1.7 90 = 147.26 <-- CONTROLS
rx 1.0391 N
� _ �� = 25.00
ry 0.561 N
Fa = � * E = 13199 PSI
(KI/r)2
�c = (Fy / Fa)��2 =
Fn =j �'c < 1.5 (0.658'���Fy _
l �,c > 1.5 (0.877/ �,c2)Fy
Pn = AREA * Fn =
PEX = (7t2Elx) � �Kx�x)2 =
ax = 1 — (52�P/Pex) _
MAX MOMENT IN COLUMN
2.04 >1.5
11576 PSI
8762.77 LBS
9989.34 LBS
0.91
COLUMN SECTION
Mx = MsTATic = 449.58 LBS-FT
Mx = MseisMic = EiFX x h) = 453.14 LBS-FT <— CONTROLS
M„ = Sx " Fy = 2887.50 LBS-FT
COMBINED STRESS = fa/Fa + fp/Fb =
(S2CP/Pn) + ��pCmxM�/Mnoc�) = 0.39 < 1.0
THEREFORE UPRITE IS OK
.loB: 16279 DATE: 07/07/16 JOE P. HILL, P.E.
BY: Cp CHo: �pH CONSULTING STRUCTURAL ENGINEERING
1801 N. HAMPTON RD., SUITE 440
DESOTO, TX 75115-2399
972-283-5111 E-Mail:Joe@jphpe.com Page 15 of 84
COMPONENT DESIGN - LONGITUDINAL DIRECTION (FRAME B-WM)
RELATIVE SHELF STIFFNESS (22". SHELF): E= 29000 KSI
S2 = 1.67
� SHELF - O• � � 9 IN° �� = 48 IN
K sHE�F = 384EI / L�3 = 11.983
RELATIVE UPRITE STIFFNESS:
� UPRITE - O.Z37 �N° UNBRACED H= 14 IN
K uPRi� = 24EI / H3 = 60.114
FROM RISA MODEL (SEE NEXT 4 PAGES):
SHELF DESIGN: MAX. M= 0.062 K-FT (MEMBER M6 CONTROLS)
MAX. MIMPACT - PVERTIMPACT � �s = 0.009 K-FT
MAX. M = 0.071 K-FT
Sx = 0.099 IN'
Mallow = Sx`Fy/S2 = 0.222 K-FT
Mallow > MAX. M OK
T=C=M*12/1.82= 0.47 KIP {V
�
ALLOWABLE SHEAR TO RESIST MOMENT:
TAB DISTANCE = 1.82 IN I T
TAB = 0.95 IN � �
t= 11 GA
AREA OF TAB = 0.11 INZ (SEE COMP.CALCS)
FY = 70 KSI
Vn��ow = 0.4 AREA FY = 3.18 KIP ����F
T = C < Vq��pyy OK
UPRITE . DESIGN: MAX UNBRACED HT (L�) = 14 IN Fy = 55000 PSI
Ls = 22 IN
SECTION PROPERTIES FROM RISA SECTION:
AREA= 0.757 INZ Sy= 0.250 IN3
IY= 0.237 IN°
MSTATIC - PSTATIC �2 � �s�2 = 2697.49 IN-LBS ry= 0.560 IN
� _ (0.81(MAX Hn _ 20.00 Fa = 12 � � * E - 373329 PSI
ry 0.56 23(KI/r)Z
fa/Fa = (PsTnnc)KAREA*Fa) = 0.002 fb/Fb = (MsTATic) / (Sy'Fy/S2) = 0.328
fa/Fa + fb/Fb = 0.329 < 1.00
FROM RISA MODEL OF FRAME B-WM =__> MsTnnc + Mseisrnic = 49.00 LBS-FT
fb/Fb =(MsrnTic+ MseisMic) ��Sy'Fy/S2) = 0.071 fa/Fa + fb/Fb = 0.073 < 1.00
THEREFORE UPRITE IS OK
,loB: � 6279 DATE: 07/07/16 JOE P. HILL, P.E.
BY: Cp CHD: �pH CONSULTING STRUCTURAL ENGINEERING
1801 N. HAMPTON RD., SUITE 440
DESOTO, TX 75115-2399
972-283-5111 E-Mail:Joe@jphpe.com Page 16 of 84
WALL MOUNT CONNECTIONS TO CMU WALL
OPT. 1
ATTACHING UPRITE TO THE 2x4 BLOCK
(THROUGH UPRITE INTO BLOCK)
ATTACH UPRITE TO WALL AT EVERY 1 UPRITE FRAME
TYPICAL 5/16" x 4" LAG SCREW
T Max = 129 x 1= 129 LBS (MAX. LOAD)
V Ma,x = 93 x 1= 93 LBS (MAX. LOAD)
TWITHDRAWL — 23rJ LBS PER INCH OF THREADS
(NDS TABLE 11.2A)
MIN. EMBEDMENT = 1.25 IN (NDS SEC. 11.1.3)
T n��ow = 293.75 LBS PER LAG SCREW
TALLOW > MAX T OK
USE TYPICAL 5/16" x 4" LAG SCREW (1-1/4" MIN. EMB. IN TO SOLID MATERIAL)
ATTACHING 2x4 BLOCKING TO THE WALL
MAX. BASE SHEAR, V= 93 LBS MAX., T= 129 LBS
ANCHOR 2X4 BLOCK TO THE MASONARY WALL
EACH BLOCK HAS TWO MASONARY ANCHORS.
PER MOUNT PL, VM,� = 93 LBS PER MOUNT PL, TM� = 129 LBS
VALLOW — 5OO LBS TA��ow = 300 LBS LBS
COMBINED FORCES (Nd/Nrec�s/3 +�VdNrec)5�3 = 0.31 < 1.0 OK
REQD PER 2X4 BLOCK:
(2)1/4" DIA. TITEN MASONARY ANCHORS (EMBED 1 1/2" MIN IN TO SOLID MATERIAL)
**USE 114" DIA x 4" TITEN MASONARY SCREW ANHORS
,log: 16279 DATE: 07/07/16 JOE P. HILL, P.E.
BY: Cp CHp: �pH CONSULTING STRUCTURAL ENGINEERING
1801 N. HAMPTON RD., SUITE 440
DESOTO, TX 75115-2399
972-283-5111 E-Mail:Joe@jphpe.com Page 17 of 84
0
WALL MOUNT CONNECTIONS TO CMU WALL
OPT. 2
ATTACHING UPRITE TO THE 2x4 BLOCK THROUGH WALL MOUNT BRACKET PLATE
MAX. BASE SHEAR, V= 93 LBS MAX., T= 129 LBS
EACH MOUNT BRACKET HAS TWO (2) WOOD SCREWS
PER SCREW, VM� = 47 LBS PER SCREW, TM� = 65 LBS
VALLOW — �2O LBS TA��ow = 114 LBS/IN
(NDS TABLE 11.M) (NDS TABLE 11.26)
Tn��ow = 171 LBS
Vq��pyy > MAX V OK
TALLOW > MAX T OK
REQD PER BRACKET:
(2) #10 x 1-1/2"" WOOD SCREWS
ATTACHING 2x4 BLOCKING TO THE WALL
MAX. BASE SHEAR, V= 93 LBS MAX., T= 129 LBS
ANCHOR 2X4 BLOCK TO THE MASONARY WALL
EACH BLOCK HAS TWO MASONARY ANCHORS.
PER MOUNT PL, VM� = 93 LBS PER MOUNT PL, TM,,,X = 129 LBS
Vq��pW = �JOO LBS TALLOW — 3OO LBS LBS
COMBINED FORCES �Nd�N���5/3 ,f �VdNrec)5�3 = 0.31 < 1.0 OK
REQD PER 2X4 BLOCK:
(2)1/4" DIA. TITEN MASONARY ANCHORS (EMBED 1 1/2" MIN IN TO SOLID MATERIAL)
**USE 1/4" DIA x 4" TITEN MASONARY SCREW ANHORS
,10B: 16279 DATE: 07/07/16 JOE P. HILL, P.E.
BY: Cp CHD: �pH CONSULTING STRUCTURAL ENGINEERING
1801 N. HAMPTON RD., SUITE 440
DESOTO, TX 75115-2399
972-283-5111 E-Mail:Joe@jphpe.com Page 18 of 84
WALL MOUNT CONNECTIONS TO CMU WALL
OPT. 3
ATTACHING UPRITE THROUGH WALL MOUNT BRACKET PLATE TO THE WALL
MAX. BASE SHEAR, V= 93 LBS MAX., T= 129 LBS
EACH POST HAS TWO WALL MOUNT BRACKETS (48" O.C.)
PER MOUNT PL, VM,,,X = 93 LBS PER MOUNT PL, TM,� = 129 LBS
EACH BRACKET HAS TWO MASONARY ANCHORS.
PER SCREW, VM,,,X = 47 LBS PER SCREW, TM,� = 65 LBS
VALLOW — 5OO LBS TA��ow = 300 LBS LBS
COMBINED FORCES (Nd/N��/5/3 +�VdNreclS/3 — O.�O < 1.0 OK
REQD PER WALL MOUNT BRACKET:
(2) 1/4" DIA. TITEN MASONARY ANCHORS (EMBED 1 1/2" MIN IN TO SOLID MATERIAL)
**USE 1/4" DIA x 2 1l2" TITEN MASONARY SCREW ANHORS
,log: 16279 DATE: 07/07/16 JOE P. HILL, P.E.
BY: Cp CHp: �pH CONSULTING STRUCTURAL ENGINEERING
1801 N. HAMPTON RD., SUITE 440
DESOTO, TX 75115-2399
972-283-5111 E-Mail:Joe@jphpe.com Pa e 19 of 84
O
WALL MOUNT CONNECTIONS TO WALL STUDS
OPT. 1
ATTACHING UPRITE TO THE 2x4 BLOCK
(THROUGH UPRITE INTO BLOCK)
ATTACH UPRITE TO WALL AT EVERY 1 UPRITE FRAME
TYPICAL 5/16" x 4" LAG SCREW
T nnnx = 129 x 1= 129 LBS (MAX. LOAD)
V nnnx = 93 x 1= 93 LBS (MAX. LOAD)
Tv�nTHoaa,v� = 235 LBS PER INCH OF THREADS
(NDS TABLE 11.2A)
MIN. EMBEDMENT = 1.25 IN (NDS SEC. 11.1.3)
T a��ow = 293.75 LBS PER LAG SCREW
TALLOW > MAX T OK
USE TYPICAL 5/16" x 4" LAG SCREW (1-1/4" MIN. EMB. INTO MATERIAL)
ATTACHING 2x4 BLOCKING TO THE WALL
MAX. BASE SHEAR, V= 93 LBS
MAX., T = 129 LBS
USE 1 5/16" LAG SCREWS @ EACH STUD (1-1/4" MIN EMB.)
OR 2 #8 SELF-DRILLING DRY WALL SCREWS (�D_ EACH STUD
PER MOUNT PL, VM,� = 93 LBS
WOOD SCREWS
Vn��ow= 1(180#) =180#
Tn��ow = 1(293.75#) =293#
OK
PER MOUNT PL, TM,,,X = 129 LBS
METAL STUD SCREWS
Va��ow= 2(174#) =348#
Ta��ow= 2(75#) =150#
OK
,log: � g279 DATE: 07/07/16 JOE P. HILL, P.E.
BY: Cp CHD: JPH CONSULTING STRUCTURAL ENGINEERING
1801 N. HAMPTON RD., SUITE 440
DESOTO, TX 75115-2399
972-283-5111 E-Mail:Joe@jphpe.com Page 20 of 84
0
WALL MOUNT CONNECTIONS TO WALL STUDS
OPT. 2
ATTACHING UPRITE TO THE 2x4 BLOCK THROUGH WALL MOUNT BRACKET PLATE
MAX. BASE SHEAR, V= 93 LBS MAX., T= 129 LBS
EACH MOUNT BRACKET HAS TWO (2) WOOD SCREWS
PER SCREW, VM,� = 47 LBS
VALLOW - � 20
(NDS TABLE 11.M)
PER SCREW, TM� = 65 LBS
VALLOW > MAX V OK
TALLOW ' MAX T OK
REQD PER BRACKET:
(2) #10 x 1-1/2"" WOOD SCREWS
ATTACHING 2x4 BLOCKING TO THE WALL
MAX. BASE SHEAR, V= 93 LBS
Ta��ow = 114 LBS/IN
(NDS TABLE 11.2B)
Ta��ow = 171 LBS
MAX., T = 129 LBS
USE 1 5/16" LAG SCREWS @ EACH STUD (1-1/4" MIN EMB.)
OR 2 #8 SELF-DRILLING DRY WALL SCREWS (ca EACH STUD
PER MOUNT PL, VM,� = 93 LBS
WOOD SCREWS
Va��ow= 1(180#) =180#
Tn��ow = 1(293.75#) =293#
OK
PER MOUNT PL, T� = 129 LBS
METAL STUD SCREWS
Va��ow= 2(174#) =348#
Ta��ow= 2(75#) =15�
OK
,log: � g279 DATE: 07/07/16 JOE P. HILL, P.E.
BY: Cp CHD: �pH CONSULTING STRUCTURAL ENGINEERING
1801 N. HAMPTON RD., SUITE 440
DESOTO, TX 75115-2399
972-283-5111 E-Mail:Joe@jphpe.com Page 21 of 84
�x
Loads: LC 1, DL+LL+SEISMIC
Joe P. Hill, P.E. SK - 1
CD FRAME B-WM - LONGITUDINAL
BURLINGTON � NODE, MEMBER AND LOADING LAYOUT I FRAME B-WM.r3d
�Company : Joe P. Hill, P.E.
O Designer : CD
Job Number : BURLINGTON
Model Name . FRAME B-WM - LONGITUDINAL
G/oba/
Checked By: JPH
RISA-3D Version 13.0.0 [C:\...\...\...\...\CALC\Frames\RISA3D\FRAME B-WM.r3d] Page P� o�f 84
�Company : Joe P. Hill, P.E.
O Designer : CD
Job Number : BURLINGTON Checked By: JPH
Model Name . FRAME B-WM - LONGITUDINAL
Global. Continued
Seismic Code None
Seismic Base Elevation ft Not Entered
Add Base Wei ht? No
Ct X .035
Ct Z .035
T X sec Not Entered
T Z sec Not Entered
R X - - - -- 8.5 ___ _- --- — - - -- --- ------
R Z 8.5
Genera/ Material Properties
Label E ksi G ksi Nu Therm 1 E5 F Densi k/ft^3
1 RIGID 1 e+7 0 0 0
General Section Sets
Member Primarv Data
Joint Coordinates and Temneratures
Label X ft Y ft Z ft Tem F Detach From Dia...
1 N 1 -- � - - - --- ------- � ---. -- - - -- —� -- - - -- - -�----- - _ _ ----- --
2 N2 4 0 0 0
3 N3 0 7.5 0 0
4 N4 4 7.5 0 0
5 N5 0 _ 0.666667 0 0
� 6 N6 4 0.666667 0 0
7 N7 0 1.833333 0 0
8 N8 4 1.833333 0 0
9 N9 0 2.666667 0 0
10 N 10 4 2.666667 0 0
11 N11 0 3.5 0 0
12 N12 4 3.5 0 0
13 N13 0 4.333333 0 0
14 N14 4 4.333333 0 0
15 N 15 0 5.166667 0 0
, 16 N 16 4 5.166667 0 0
17 N17 0 6 0 0
18 N18 4 6 0 0_ __
RISA-3D Version 13.0.0 [C:\...\...\...\...\CALC\Frames\RISA3D\FRAME B-WM.r3d] Page P�$e� 84
Company : Joe P. Hill, P.E.
� Designer : CD
\J�1 1 Job Number : BURLINGTON Checked By: JPH
Model Name : FRAME B-WM - LONGITUDINAL
Joint Coordinates and Temaeratures (Continued)
Joint Boundarv Conditions
Joint Loads and Enforced Disalacements (BLC 2: SEISMIC)
Joint Label L D M Direction Ma nitude Ib k-ft in rad Ib*s^2/ft Ib"s^2`ft
1 N 19 L X 20.46
2 N17 L X 17.97
3 N15 L X 15.47
4 N13 L X 12.98
5 N11 L X 10.48
6 N9 L X 7.98
7 N7 L X 5.49
8 -- - N5 -- --- L X 2 . - -- — - ---
Member Distribufed Loads BLC 1: DL+LL)
Basic Load Cases
Load Combinations
Descri tion Solve PD... S... BLC F... BLC F... BLC F... BLC F... BLC F... B...F... BLC F... B..F... B..F... B...F...
1 DL+LL+SEISMIC Yes 1 1 2 1
Joint Reactions
RISA-3D Version 13.0.0 [C:\...\...\...\...\CALC\Frames\RISA3D\FRAME B-WM.r3d] Page P� o� 84
�Company : Joe P. Hill, P.E.
O Designer : CD
Job Number : BURLINGTON Checked By: JPH
Model Name . FRAME B-WM - LONGITUDINAL
Member Section Forces
LC Member Lab... Sec Axial Ib Shea Ib z Shea Ib Tor ue k-ft - Moment k-ft z-z Moment k-ft
1_ __ 1_ M1 1 126.709 31.975 0_ _____ 0 0 0
2 2 106.659 18.558 0 0 0 -.015
3 3 78.565 9.584 0 0 0 -.02
---
4 4 42.497 �.331 0 0 0 -.019
5 5 0 0 0 0 0 0
I 6 1 M2 1 353.291 60.855 0 0 0 0
7 2 253.341 66.782 0 0 0 .003
8 3 161.435 57.296 0 0 0 -.012
9 4 77.503 42.761 0 0 0 -.02
10 5 0 0 0 0 0 0
11 1 M3 1 5.384 15.049 0 0 0 -.01
12 2 5.384 .049 0 0 0 -.018
13 3 5.384 -14.951 0 0 0 -.01
14 4 5.384 -29.951 0 0 0 .012
15 5 5.384 -44.951 0 0 0 .05
16 1 M4 1 4.102 13.045 0 0 0 -.014
17 2 4.102 -1.955 0 0 0 -.02
18 3 4.102 -16.955 0 0 0 -.01
19 4 4.102 -31.955 0 0 0 .014
20 5 4.102 -46.955 0 0 0 .054
21 1 M5 1 -4.403 11.033 0 0 0 -.018
22 2 -4.403 -3.967 0 0 0 -.022
23 3 -4.403 -18.967 0 0 0 -.01
� 24 4 -4.403 -33.967 0 0 0 .016
25 5 �.403 -48.967_ 0 0 0 .058
� 26 1 M6 1 -1.524 9.017 0 0 0 -.022
27 2 -1.524 -5.983 0 0 0 -.024
' 28 3 -1.524 -20.983 0 0 0 -.01
29 4 -1.524 -35.983 0 0 0 .018
I 30 5 -1.524 -50.983 0 0 0 .062
31 1 M7 1 6.778 17.062 0 0 0 -.006
32 2 6.778 2.062 0 0 0 -.016
33 3 6.778 -12.938 0 0 0 -.01
34 4 6.778 -27.938 0 0 0 .01
_ 35 _ _ _ _ __ 5 6.778 -42.938 0_ 0 0 .046
36 1 M8 1 7.757 19.006 0 0 0 -.002
37 2 7.757 4.006 0 0 0� -.014
38 3 7.757 -10.994 0 0 0 -.01
39 4 7.757 -25.994 0 0 0 .008
40 5 7.757 -40.994 0 0 0 .042
41 1 M9 1 -3.512 20.695 0 0 0 .001
42 2 -3.512 5.695 0 0 0 -.012
43 3 -3.512 -9.305 0 0 0 -.01
44 4 -3.512 -24.305 0 0 0 .007
45 5 -3.512 -39.305 0 0 0 .039
46 1 M10 1 46.273 21.803 0 0 0 .003
47 2 46.273 6.803 0 0 0 -.011
48 3 46.273 -8.197 0 0 0 -.01
49 4 46.273 -23.197 0 0 0 .005
50 5 46.273 -38.197 0 0 0 .036
RISA-3D Version 13.0.0 [C:\...\...\...\...\CALC\Frames\RISA3D\FRAME B-WM.r3d] Page P� o� 84
Company : Joe P. Hill, P.E.
�Designer : CD
Job Number : BURLINGTON
Model Name : FRAME B-WM - LONGITUDINAL
Material Takeoff
Checked By: JPH
RISA-3D Version 13.0.0 [C:\...\...\...\...\CALC\Frames\RISA3D\FRAME B-WM.r3d] Page P�i o� 84
0
�
FRAME B-R12
LOZIER WALL MOUNT SHELVING
22•B x 48• L x 120° H WALL MOUNT
,log: 16279 DATE: 07/07/16 JOE P. HILL, P.E.
BY: Cp CHD: �pH CONSULTING STRUCTURAL ENGINEERING
1801 N. HAMPTON RD., SUITE 440
DESOTO, TX 75115-2399
972-283-5111 E-Mail:Joe@jphpe.com Page 28 of 84
0
SEISMIC DESIGN FRAME B-R12 (22". B x 48"L x 120"H WALL)
ASCE 7& RMI (AS IT APPLIES)
I_ , EQUIVALENT LATERAL FORCE PROCEDURE FOR SHELVING
. Width = 22 IN
Length = 48 IN
Max. Shelving Height = 120 IN
SS = 1.442 S� = 0.537
Fa = 1.000
Sps = 2/3(Fa)SS = 0.961
Seismic Use Group = I
�S T R
CS = 1.19
Cs, MAX — SDS
R
Cs, MIN — �.�'44SDS
SEISMIC BASE SHEAR, V= CS Ip WS
LOADS
DL =
PL =
(FIRST LEVEL) PL =
3 PSF
5 PSF
5 PSF
Levels = 13
Site Class = D
F„ = 1.500
Sp� = 2/3(F„)S� = 0.537
SEISMIC DESIGN CATEGORY = D
T = 0.02 '' h �3�4� = 0.11
R = 4.00 (RMI Sec. 2.6.3)
Ip = 1.50 (RMI Sec. 2.6.2)
Cs, MAX —
Cs, MIN —
0.24 « CONTROLS
0.04
TOTAL FRAME WEIGHT Ws = DL + 67%PL + 0.25LL (Per Storage Rack Section)
DL = 3 PSF x 1.83 FT x 4 FT x 13 SHELVES = 286.00 LBS
PL = 5 PSF x 1.83 FT x 4 FT x 12 SHELVES x 0.67 = 294.80 LBS
PL = 5 PSF x 1.83 FT x 4 FT x 1 SHELVES x 0.67 = 24.57 LBS (FIRST LEVEL)
WS = 605.37 LBS 0.525 x VBASE = 115 LBS
IF TOP SHELF 100% LOADED ONLY, 0.525 x VTOP = 61 LBS
,1og: � 6279 DATE: 07/07/16 JOE P. HILL, P.E.
BY: Cp CHD: JPH CONSULTING STRUCTURAL ENGINEERING
1801 N. HAMPTON RD., SUITE 440
DESOTO, TX 75115-2399
� 972-283-5111 E-Mail:Joe@jphpe.com Page 29 of 84
O
SEISMIC DESIGN - FRAME B-R12 (CONTINUED)
LEVEL W h WXhXk E W; h;k C„x FX
(Ibs. ft) Ibs-ft Ibs-ft (Ibs
13 46.57 10.00 465.67 3352.80 0.14 15.91
12 46.57 9.33 434.62 3352.80 0.13 14.85
11 46.57 8.67 403.58 3352.80 0.12 13.79
10 46.57 8.00 372.53 3352.80 0.11 12.73
9 " 46.57 7.33 341.49 3352.80 0.10 11.67
8 46.57 6.50 302.68 3352.80 0.09 10.34
7 46.57 5.67 263.88 3352.80 0.08 9.02
6 46.57 4.83 225.07 3352.80 0.07 7.69
5 46.57 4.00 186.27 3352.80 0.06 6.37
4 46.57 3.17 147.46 3352.80 0.04 5.04
3 46.57 2.33 108.66 3352.80 0.03 3.71
2 46.57 1.50 69.85 3352.80 0.02 2.39
1 46.57 0.67 31.04 3352.80 0.01 1.06
TOTAL = 605.37 Ibs per rack
DISTRIBUTED LATERAL FORCES
Wxhxk FX=(C�x) v
C„x =
E W; h�k
V snse = 115 LBS
PsTa,ric - 605.37 Ibs per post
k= 1.0 since Te <_ 0.50
E (FX * h) = 814.57 LBS-FT
LW = 22 IN
L� = 48 IN
CONNECTION DISTANCE H= 114 IN
TRANSVERSE: W = 605.37 LBS
M c�,�n. = W(LW/2)/12 = 554.92 LBS-FT
M seisnnic = E�FX X h) = 814.57 LBS-FT
TENSION AT WALL CONNECTION =
SHEAR AT WALL CONNECTION =
145 LBS
115 LBS
,106: � 6279 DATE: 07/07/16 JOE P. HILL, P.E.
BY: Cp CH�: �pH CONSULTING STRUCTURAL ENGINEERING
1801 N. HAMPTON RD., SUITE 440
DESOTO, TX 75115-2399
972-283-5111 E-Mail:Joe@jphpe.com Page 30 of 84
O
z���B x i2o��H UJALL MOUIN7
�'-o��
w
N
�
�
N
� �
�
�-
w
LONC� ItUD INAL c i
-�
4
_�
cA
c�
cA
O
� O
O -
O �
:, _
O �
�, -
� O
O
O
O
cA
�6.57"
�6.5�"
�65��'
�6.57�'
�6.57�
��o.b�"
�6.r✓- i�
46.r✓- ��'
��0.5�"
46.57"
�6.5�"
�65�"
�6.57"
� Fx113)
� Fx112)
� Fx111)
-� Fx(10)
� Fx(°I)
� Fx(8)
—� FxC�)
� �xC6)
� FxCS)
� FxC4)
—� Fx(3)
—�— F x l2 )
� Fxl1)
WALL
Bl'
OTHEi
IUALL
MOUN'
tYf'
� I � �'—O" � 22��
TYP. FRONt PROFILE OF FRAME "B—R12" tYP. END PROFILE OF �RAME "B—R12"
.106: 16279 DATE: 07/07/16 JOE P. HILL, P.E.
BY: Cp CHD: JPH CONSULTING STRUCTURAL ENGINEERING
1801 N. HAMPTON RD., SUITE 440
DESOTO, TX 75115-2399
972-283-5111 E-Mail:Joe@jphpe.com Pa e 31 of 84
OVERTURNING MOMENTS TOP SHELF LOADED - FRAME B-R12 (CONTINUED)
LEVEL W h WXhXk E W; h;k C„x FX
Ibs. ft Ibs-ft Ibs-ft Ibs
13 58.67 10.00 586.67 1950.67 0.30 18.37
12 22.00 9.33 205.33 1950.67 0.11 6.43
11 22.00 8.67 190.67 1950.67 0.10 5.97
10 22.00 8.00 176.00 1950.67 0.09 5.51
9 22.00 7.33 161.33 1950.67 0.08 5.05
8 22.00 6.50 143.00 1950.67 0.07 4.48
7 22.00 5.67 124.67 1950.67 0.06 3.90
6 22.00 4.83 106.33 1950.67 0.05 3.33
5 22.00 4.00 88.00 1950.67 0.05 2.75
4 22.00 3.17 69.67 1950.67 0.04 2.18
3 22.00 2.33 51.33 1950.67 0.03 1.61
2 22.00 1.50 33.00 1950.67 0.02 1.03
1 22.00 0.67 14.67 1950.67 0.01 0.46
TOTAL = 322.67 Ibs per frame
DISTRIBUTED LATERAL FORCES
Wxhxk FX =(C„x) V k= 1.0 since Ta <_ 0.50
C„x =
E W; h�k
V Tpp = G'I LBS
LW = 22 IN
L� = 48 IN
CONNECTION DISTANCE H= 114 IN
TRANSVERSE: W= 322.67 LBS LOAD TOP SHELF ONLY
M cw�viTv = W(LW/2)/12 = 295.78 LBS-FT
M sEisnnic =��FX x h) = 467.35 LBS-FT
TENSION AT WALL CONNECTION = 81 LBS
SHEAR AT WALL CONNECTION = 62 LBS
,log: � 6279 DATE: 07/07/16 JOE P. HILL, P.E.
BY: Cp cH�: JPH CONSULTING STRUCTURAL ENGINEERING
1801 N. HAMPTON RD., SUITE 440
DESOTO, TX 75115-2399
972-283-5111 E-Mail:Joe@jphpe.com Page 32 of 84
COMPONENT DESIGN FOR FRAME B-R12
NOTE:SECTION PROPERTIES LISTED ON COMPONENT DESIGN SHEETS, REFER TO APPENDIX
B IN REPORT, INDICATING SHAPE, SIZE & RISA SECTION PROPERTIES FOR EACH COMPONENT.
22 IN . SHELF:
LENGTH OF SHELF (L�) = 4.00 FT
Fy = 45 KSI MIN.
W DL+LL - �4.67 PLF
MAX. M SHELF - W OL+LL X L�Z I H X � Z= 3rJZ.00 LBS-IN
MAX. V SHELF -�W DL+LL X LL � 2� - 29.33 LBS
REQD Sx = M sHE�F / 0.6 Fy =
REQD AREA = V sHE�F / 0.4 Fy =
SHELF BRACKET: TL STYLE
MAX SPAN (LS) = 22 IN
FROM RISA SECTION:
0.013 IN3 Ix = 0.119 IN4
Sx = 0.099 IN3 OK
0.002 INZ
AREA = 0.959 INZ OK
THEREFORE SHELF IS OK
Fy = 70 KSI MIN.
LENGTH OF SHELF (L�)= 4.00 FT
WDL+LL+0.86PL =(DL+LL+O.HHPL) X L� I Z=
PVERT IMPACT - WDL+LL+0.88PL X Z5% _
M�MAX� _��WDL+LL+0.88PL X LSZ � 24� +�PVERT IMPACT X LS �� -
14.8 PLF
3.7 LBS
379.87 LBS-IN
V�MAX� =��WDL+LL+0.88pL X LS� '� PVERT IMPACT �- 3O.H3 LBS
ASSUME ONLY TOP CLIP IN TENSION AREA = 0.951" x 0.12" = 0.11 INZ
TENSION CAPACITY = AREA x 0.6Fy = 4793 LBS
MOMENT CAPACITY = TENSION CAP. x 1.82 IN = 8723 LBS-IN
MOMENT CAPACITY > M(MAX) OK
CHECK SHEAR OF BRACKET
VAi�o,�, = AREA x 0.4Fy = 3195.36 LBS OK
THEREFORE SHELF BRACKET IS OK
,loB: �g279 DATE: 07/07/16 JOE P. HILL, P.E.
BY: Cp CHo: �pH CONSULTING STRUCTURAL ENGINEERING
1801 N. HAMPTON RD., SUITE 440
DESOTO, TX 75115-2399
972-283-5111 E-Mail:Joe@jphpe.com Page 33 of 84
0
COMPONENT DESIGN - TRANSVERSE DIRECTION (FRAME B-R12)
Yf
UPRITE . � �� �� +
� �
SECTION PROPERTIES MAX HT = 120 IN ' T ;
Fy = 55000 PSI �
AREA = 0.757 INZ ly = 0.237 IN° � ;
Ix = 0.817 IN4 Sy = 0.250 IN3 �
i
Sx = 0.630 IN3 ry= 0.560 IN �
�
nc= 1.039 IN S2c= 1.80 -�-,--- ---•----+------- ----- a
C„� 1.0 S2b= 1.67 I ;
Unbrace Lx-x = 120 IN Kx = 1.7 ;
Unbrace Ly-y = 10 IN Ky = 1.0 �I �
�
Span (LS) = 22 IN ; -
PsTa,Tic = 605.37 LBS MAX
MsrnTic = PsTnric x(LS/12) / 2= 554.92 LBS-FT
kLx _ 1.7 120 = 196.34 <- CONTROLS
rx 1.0391 N
k� _ �� = 17.86
ry 0.561 N
Fa = � * E = 7425 PSI
(KI/r)2
COLUMN SECTION
�,c = (Fy / Fa)'�2 = 2.72 >1.5
Fn =r �'c < 1.5 (0.658'�°2>Fy = 6511 PSI
l �,c > 1.5 (0.877/ �,c2)Fy
Pn = AREA * F„ = 4929.06 LBS
PEx = (7�EIX) / (KxLx)z = 5619.01 LBS
a,� = 1- (S2�P/Pex) = 0.81
MAX MOMENT IN COLUMN
Mx = MsTATic = 554.92 LBS-FT
Mx = MseisMic =�iFX x h) = 814.57 LBS-FT <— CONTROLS
M„ = Sx * Fy = 2887.50 LBS-FT
COMBINED STRESS = fa/Fa + fb/Fb =
(S2CP/P„) + (,�PC,T„�M�/M„ac,�) = 0.81 < 1.0
THEREFORE UPRITE IS OK
,loB: � 6279 DATE: 07/07/16 JOE P. HILL, P.E.
BY: Cp CH�: JPH CONSULTING STRUCTURAL ENGINEERING
1801 N. HAMPTON RD., SUITE 440
DESOTO, TX 75115-2399
972-283-5111 E-Mail:Joe@jphpe.com Page 34 of 84
0
COMPONENT DESIGN - LONGITUDINAL DIRECTION (FRAME B-R12)
RELATIVE SHELF STIFFNESS (22". SHELF): E= 29000 KSI
S2 = 1.67
� SHELF - O.'I'I9 IN4 L� = 48 IN
K sHE�F = 384EI / L�3 = 11.983
RELATIVE UPRITE STIFFNESS:
� UPRITE - O.Z37 �N° UNBRACED H= 10 IN
K uPRi� = 24EI / H3 = 164.952
FROM RISA MODEL (SEE NEXT 4 PAGES):
SHELF DESIGN: MAX. M= 0.065 K-FT (MEMBER M6 CONTROLS)
MAX. MIMPACT - PVERT IMPACT � LS - 0.007 K-FT
MAX. M = 0.072 K-FT
Sx = 0.099 IN3
Maliow = Sx'Fy/52 = 0.222 K-FT
Mallow > MAX. M OK
T=C=M*12/1.82= 0.47 KIP
ALLOWABLE SHEAR TO RESIST MOMENT:
TAB DISTANCE = 1.82 IN
TAB = 0.95 IN
t= 11 GA
AREA OF TAB = 0.11 INZ (SEE COMP.CALCS)
FY = 70 KSI
un��ow = 0.4 AREA FY = 3.18 KIP
T = C < VqLLOW OK
UPRITE . DESIGN: MAX UNBRACED HT (L�) _
Ls =
SECTION PROPERTIES FROM RISA SECTION:
AREA = 0.757 INZ
MsTanc = Psrnnc �2 " �s�2 = 3329.52 IN-LBS
N
�
T
G
M ��F
10 IN Fy=
22 IN
Sy = 0.250 IN3
ly = 0.237 IN°
ry=__ 0.560 IN
F'�'id�I��1.91
� _ f0.8)(MAX H� 12 * 7� * E-
14.29 Fa = - 731724 PSI
ry 0.56 23(KI/r)2
fa/Fa = (Psrnric)��AREA•Fa) = 0.001 fb/Fb = (Msrnric) � iSy'Fy/52) = 0.404
fa/Fa + �/Fb = 0.405 < 1.00
FROM RISA MODEL OF FRAME B-R12 =__> MsTnnc '* MseisMic = 45.00 LBS-FT
fb/Fb =(Msrnnc+ MseisMic) � iSy'Fy/S2) = 0.066 fa/Fa + fb/Fb = 0.067 < 1.00
THEREFORE UPRITE IS OK
,loB: 16279 DATE: 07/07/16 JOE P. HILL, P.E.
BY: Cp CHD: �pH CONSULTING STRUCTURAL ENGINEERING
1801 N. HAMPTON RD., SUITE 440
DESOTO, TX 75115-2399
972-283-5111 E-Mail:Joe@jphpe.com Page 35 of 84
WALL MOUNT CONNECTIONS TO CMU WALL
OPT. 1
ATTACHING UPRITE TO THE 2x4 BLOCK
(THROUGH UPRITE INTO BLOCK)
ATTACH UPRITE TO WALL AT EVERY 1 UPRITE FRAME
TYPICAL 5/16" x 4" LAG SCREW
T Mnx = 145 x 1= 145 LBS (MAX. LOAD)
V Max = 115 x 1= 115 LBS (MAX. LOAD)
TWITHDRAWL — 235 LBS PER INCH OF THREADS
(NDS TABLE 11.2A)
MIN. EMBEDMENT = 1.25 IN (NDS SEC. 11.1.3)
T a��ow = 293.75 LBS PER LAG SCREW
TALLOW > MAX T OK
USE TYPICAL 5/16" x 4" LAG SCREW (1-1/4" MIN. EMB. IN TO SOLID MATERIAL)
ATTACHING 2x4 BLOCKING TO THE WALL
MAX. BASE SHEAR, V= 115 LBS MAX., T= 145 LBS
ANCHOR 2X4 BLOCK TO THE MASONARY WALL
EACH BLOCK HAS TWO MASONARY ANCHORS.
PER MOUNT PL, VM� = 115 LBS PER MOUNT PL, TM� = 145 LBS
VALLOW — 5OO LBS TALLOW — 3OO LBS LBS
COMBINED FORCES (Nd�N�e��5,3'+ �Vd�rec�5/3 — O.3H < 1.0 OK
REQD PER 2X4 BLOCK:
(2) 1/4" DIA. TITEN MASONARY ANCHORS (EMBED 1 1/2" MIN IN TO SOLID MATERIAL)
**USE 1l4" DIA x 4" TITEN MASONARY SCREW ANHORS
�oB: 16279 DATE: 07/07/16 JOE P. HILL, P.E.
BY: Cp CHD: �pH CONSULTING STRUCTURAL ENGINEERING
1801 N. HAMPTON RD., SUITE 440
DESOTO, TX 75115-2399
972-283-5111 E-Mail:Joe@jphpe.com Page 36 of 84
WALL MOUNT CONNECTIONS TO CMU WALL
OPT. 2
ATTACHING UPRITE TO THE 2x4 BLOCK THROUGH WALL MOUNT BRACKET PLATE
MAX. BASE SHEAR, V= 115 LBS MAX., T= 145 LBS
EACH MOUNT BRACKET HAS TWO (2) WOOD SCREWS
PER SCREW, VM,� = 58 LBS PER SCREW, TM� = 73 LBS
VALLOW — �ZO LBS TAuow = 114 LBS/IN
(NDS TABLE 11.M) (NDS TABLE 1126)
TA��ow = 171 LBS
VALLOW > MAX V OK
TALLOW > MAX T OK
REQD PER BRACKET:
(2) #10 x 1-1/2"" WOOD SCREWS
ATTACHING 2x4 BLOCKING TO THE WALL
MAX. BASE SHEAR, V= 115 LBS MAX., T= 145 LBS
ANCHOR 2X4 BLOCK TO THE MASONARY WALL
EACH BLOCK HAS TWO MASONARY ANCHORS.
PER MOUNT PL, VM� = 115 LBS PER MOUNT PL, TM� = 145 LBS
VALLOW — 5OO LBS TA��ow = 300 LBS LBS
COMBINED FORCES (Nd/Nrec�S/3 +�VdNrec�S/3 ' O.3H < 1.0 OK
REQD PER 2X4 BLOCK:
(2) 1/4" DIA. TITEN MASONARY ANCHORS (EMBED 1 1/2" MIN IN TO SOLID MATERIAL)
**USE 1/4" DIA x 4" TITEN MASONARY SCREW ANHORS
,1oa: 16279 DATE: 07/07/16 JOE P. HILL, P.E.
BY: Cp CHD: �pH CONSULTING STRUCTURAL ENGINEERING
1801 N. HAMPTON RD., SUITE 440
DESOTO, TX 75115-2399
972-283-5111 E-Mail:Joe@jphpe.com Page 37 of 84
WALL MOUNT CONNECTIONS TO CMU WALL
OPT. 3
ATTACHING UPRITE THROUGH WALL MOUNT BRACKET PLATE TO THE WALL
MAX. BASE SHEAR, V= 115 LBS MAX., T= 145 LBS
EACH POST HAS TWO WALL MOUNT BRACKETS (48" O.C.)
PER MOUNT PL, VM,,,x = 115 LBS PER MOUNT PL, TM� = 145 LBS
EACH BRACKET HAS TWO MASONARY ANCHORS.
PER SCREW, VM,� = 58 LBS PER SCREW, TM� = 73 LBS
VALLOW — 5OO LBS TALLOW — 3OO LBS LBS
COMBINED FORCES (Nd/Nrec�S/3 +�VdNrec)5�3 = 0.12 < 1.0 OK
REQD PER WALL MOUNT BRACKET:
(2)1/4" DIA. TITEN MASONARY ANCHORS (EMBED 1 1/2" MIN IN TO SOLID MATERIAL)
**USE 1/4" DIA x 2 1/2" TITEN MASONARY SCREW ANHORS
.IOB: 16279 DATE: 07/07/16 JOE P. HILL, P.E.
BY: Cp CH�: JPH CONSULTING STRUCTURAL ENGINEERING
1801 N. HAMPTON RD., SUITE 440
DESOTO, TX 75115-2399
972-283-5111 E-Mail:Joe@jphpe.com Page 38 of 84
O
WALL MOUNT CONNECTIONS TO WALL STUDS
OPT. 1
ATTACHING UPRITE TO THE 2x4 BLOCK
(THROUGH UPRITE INTO BLOCK)
ATTACH UPRITE TO WALL AT EVERY 1 UPRITE FRAME
TYPICAL 5/16" x 4" LAG SCREW
T Mnx = 145 x 1= 145 LBS (MAX. LOAD)
V nn,nx = 115 x 1= 115 LBS (MAX. LOAD)
Tv,nTH�Ra,v,a = 235 LBS PER INCH OF THREADS
(NDS TABLE 11.2A)
MIN. EMBEDMENT = 1.25 IN (NDS SEC. 11.1.3)
T a,��ow = 293.75 LBS PER LAG SCREW
TALLOW > MAX T OK
USE TYPICAL 5/16" x 4" LAG SCREW (1-1/4" MIN. EMB. INTO MATERIAL)
ATTACHING 2x4 BLOCKING TO THE WALL
MAX. BASE SHEAR, V= 115 LBS
MAX., T = 145 LBS
USE 1 5/16" LAG SCREWS @ EACH STUD (1-1/4" MIN EMB.)
OR 2 #8 SELF-DRILLING DRY WALL SCREWS CD EACH STUD
PER MOUNT PL, VM� = 115 LBS
WOOD SCREWS
Vn��ow= 1(180#) =180#
Tn��ow= 1(293.75#) =293#
OK
PER MOUNT PL, TM,� = 145 LBS
METAL STUD SCREWS
Vn��ow= 2(174#) =348#
Ta��ow= 2(75#) =150#
OK
,loB: 16279 DATE: 07/07/16 JOE P. HILL, P.E.
BY: Cp CHp: �pH CONSULTING STRUCTURAL ENGINEERING
1801 N. HAMPTON RD., SUITE 440
DESOTO, TX 75115-2399
972-283-5111 E-Mail:Joe@jphpe.com Page 39 of 84
O
WALL MOUNT CONNECTIONS TO WALL STUDS
OPT. 2
ATTACHING UPRITE TO THE 2x4 BLOCK THROUGH WALL MOUNT BRACKET PLATE
MAX. BASE SHEAR, V= 115 LBS MAX., T= 145 LBS
EACH MOUNT BRACKET HAS TWO (2) WOOD SCREWS
PER SCREW, VM� = 58 LBS PER SCREW, TM� = 73 LBS
VALLOW - � 20
(NDS TABLE 11.M)
VALLOW > MAX V OK
TALLOW > MAX T OK
REQD PER BRACKET:
(2) #10 x 1-1/2"" WOOD SCREWS
ATTACHING 2x4 BLOCKING TO THE WALL
MAX. BASE SHEAR, V= 115 LBS
Tn��ow = 114 LBS/IN
(NDS TABLE 11.2B)
Ta��ow = 171 LBS
MAX., T = 145 LBS
USE 1 5/16" LAG SCREWS @ EACH STUD (1-1/4" MIN EMB.)
OR 2 #8 SELF-DRILLING DRY WALL SCREWS CD_ EACH STUD
PER MOUNT PL, VM,� = 115 LBS
WOOD SCREWS
Va��ow= 1(180#) =180#
Ta��ow= 1(293.75#) =293#
OK
PER MOUNT PL, TM� = 145 LBS
METAL STUD SCREWS
Vn��ow= 2(174#) =348#
TA��ow= 2(75#) =150#
OK
,IOB: � 6279 DATE: 07/07/16 JOE P. HILL, P.E.
BY: Cp CH�: JPH CONSULTING STRUCTURAL ENGINEERING
1801 N. HAMPTON RD., SUITE 440
DESOTO, TX 75115-2399
972-283-5111 E-Mail:Joe@jphpe.com Page 40 of 84
�x
-.o�zWrc
15.9'
14.E
13.
Loads: LC 1, DL+LL+SEISMIC
Joe P. Hill, P.E. SK - 1
CD FRAME B-R12 - LONGITUDINAL
BURLINGTON � NODE, MEMBER AND LOADING LAYOUT I FRAME B-R12.r3d
Company : Joe P. Hill, P.E.
�,�� Designer : CD
LJo ��t I Job Number : BURLINGTON
Model Name : FRAME B-R12 - LONGITUDINAL
Global
Checked By: JPH
RISA-3D Version 13.0.0 [C:\...\...\...\...\CALC\Frames\RISA3D\FRAME B-R12.r3d] page P� o�f 84
Company : Joe P. Hill, P.E.
� Designer : CD
VI�1 I Job Number : BURLINGTON Checked By: JPH
� Model Name : FRAME B-R12 - LONGITUDINAL
Global. Continued
General Material Proaerties
Label E ksi G ksi Nu Therm \1 E5 F Densi k/ft^3
1 RIGID 1e+7 0 0 0
Genera/ Section Sets
Member Primarv Data
Joint Coordinaies and Temperatures
Label X ft Y ft Z ft Tem F Detac From Dia...
1_ N1 0 0 _----- . 0 0
, 2 N2 4 _ 0 0 -__ �
3 - ------ N3---- ----_ _ _..._ ---�----- 10 0 0 _-_
, 4 N4 4 10 0 0
5 N 5 0 0.666667 _ 0 0
6 N6 __ .. _ 4 _ - -- -- 0.666667 _ . _ _ _ . 0 0
-7-- --- - N7 . 0 1.5 0 0_
- - -----
, 8 N8 4 1.5 _ _0 - -- - -- -- � --- - —
9 _N9 ____ 0 2.333333 0 0
� 10 N10 4 2.333333 0 0
11 N 11 0 3.166667 0 0
12 N12 4 3.166667 0 0
13 N13 0 4 0 0
RISA-3D Version 13.OA [C:\...\...\...\...\CALC\Frames\RISA3D\FRAME B-R12.r3d] Page P�e� 84
Company : Joe P. Hill, P.E.
��� Designer : CD
�.JI�1 1 Job Number : BURLINGTON Checked By: JPH
Model Name : FRAME B-R12 - LONGITUDINAL
Joint Coordinates and Temaeratures (Continuedl
Label X ft Y ft Z ft Tem F Detach From Dia...
14 N14 4 4 0 0
15 N15 0 4.833333 0 _ 0_
- -- - - _-- _
16 N16 4 4.833333 0 0
17 N17 ___ 0 __ _ _5.666667 _ ___ __ 0 0
18 N 18 4 5.666667 0 0
19 - -N19_ ------ 0 6.5 0 .
- ---- -- --- __ _ _ ---- - -
� 20 N20 4 6.5 0 0
21 N21 0 7.333333 0 0
22 N22 4 7.333333 0 0
23 N23 0 8 0 0
24 N24 4 8 0 0
25 N25 _ 0 8.666667 0 0
26 N26 4 8.666667 0 0
27 N27 0 9.333333 0 0
28 N28 4 9.333333 0 0
Joinf Boundarv Conditions
Joint Loads and Enforced Disalacements (BLC 2; SE/SMIC)
Joint Label L D M Direction Ma nitude Ib k-ft in rad Ib*s^2/ft Ib's^2`ft
1 N3 L X 15.91
2 N27 L X 14.85
3 N25 L X 13.79
4 N23 L X 12.73
5 N21 L X 11.67
6 N19 L X 10.34
7_ N17 L X 9.02
� 8 ----- - N15 L X 7.69
9 N13 _------ -----�-------- ---- X------ - - ----- - 6.37 -------- ----
' 10 N 11 L X 5.04
11 N9 L X 3.71
12 N7 L X 2.39
13 N5 L X 1.06
Member Distributed Loads (BLC 1: DL+LL)
Member ... Direction Start Ma nitude k/ft End Ma nitude k/ft Start Locatio... End Location ft%
1 M3 Y -.012 -.012 0 0
2 M4 Y -.012 -.012 0 0
3 M5 Y -.012 -.012 0 0
� 4 M6 Y -.012 -.012 0 0
5 M7 Y -.012 -.012 0 0
6 M8 Y -.012 -.012 0 0
7 M9 Y -.012 -.012 0 0
8 M10 -_ - Y -.012 -.012 0 0
9 M 11 Y -.012 -.012 0 0
10 M12 Y -.012 -.012 0 0
11 M13 Y -.012 -.012 0 0
, 12 M 14 Y -.012 -.012 0 0
13 M 15 Y -.012 -.012 0 0
RISA-3D Version 13.0.0 [C:\...\...\...\...\CALC\Frames\RISA3D\FRAME B-R12.r3d] page P4�� o�' 84
Company : Joe P. Hill, P.E.
� Designer : CD
V�1 I Job Number : BURLINGTON Checked By: JPH
Model Name : FRAME B-R12 - LONGITUDINAL
Basic Load Cases
Load Combinations
Descri tion Solve PD... S... BLC F... BLC F... BLC F... BLC F... BLC F... B...F... BLC F... B..F... B..F... B...F...
1 DL+LL+SEISMIC Yes 1 1 2 1
Joint Reactions
Member Section Forces
LC Member Lab... Sec Axial Ib Shea Ib z Shea Ib Tor ue k-ft - Moment k-ft z-z Moment k-ft
1 1 M 1 1 108.372 46.127 0 0 0 0
2 2 106.764 34.65 0 0 0 -.005
3 3 93.381 25.073 0 0 0 -.013
4 4 63.64 5.051 0 0 0 -.024
5 5 17.496 -26.724 0 0 0 .003
6 1 M2 1 515.628 68.443 0 0 0 0
7 2 373.236 72.76 0 0 0 .005
8 3 242.619 63.237 0 0 0 -.004
9 4 128.36 52.229 0 0 0 -.016
10 5 30.504 42.634 0 0 0 -.029
11 1 M3 1 2.5 2.989 0 0 0 -.026
12 2 2.5 -9.011 0 0 0 -.023
13 3 2.5 -21.011 0 0 0 -.008
14 4 2.5 -33.011 0 0 0 .019
15 5 2.5 -45.011 0 0 0 .058
16 1 M4 1 2.039 1.725 0 0 0 -.029
17 2 2.039 -10.275 0 0 0 -.024
18 3 2.039 -22275 0 0 0 -.008
19 4 2.039 -34.275 0 0 0 .02
20 5 2.039 -46.275 0 0 0 .06
21 1 M5 1 1.483 .542 0 0 0 -.031
22 2 1.483 -11.458 0 0 0 -.026
23 3 1.483 -23.458 0 0 0 -.008
24 4 1.483 -35.458 0 0 0 .021
_25 _ _ 5 1.483 -47.458 0 0 0_ ___ __ .063
26 1 M6 1 -7.839 -.659 _ - 0 - - - - -- 0. -- -- - - 0 -.033
27 2 -7.839 -12.659 0 0 0 -.027
28 3 -7.839 -24.659 0 0 0 -.008
29 4 -7.839 -36.659 0 0 0 .023
- -- -
30 5 -7.839 -48.659 0 0 0 .065
31 1 M7 1 3.179 4.399 0 0 0 -.023
_ _ __
� 32 2 3.179 -7.601 0 - - - - 0 - - - ---- - 0 - - -- - - --- - 022 - -
33 3 3.179 -19.601 0 0 0 -.008
� 34 4 3.179 -31.601 0 0 0 .017
35 5 3.179 -43.601 0 0 0 .055
RISA-3D Version 13.0.0 [C:\...\...\...\...\CALC\Frames\RISA3D\FRAME B-R12.r3d] Page P4�e0� 84
Company : Joe P. Hill, P.E. .
� Designer : CD
V�JI 1 Job Number : BURLINGTON Checked By: JPH
Model Name : FRAME B-R12 - LONGITUDINAL
Member Section Forces (Continued)
LC Member Lab... Sec Axial Ib Shea Ib z Shea Ib Tor ue k-ft - Moment k-ft z-z Moment k-ft
36 1 M8 1 3.844 5.996 0 0 0 -.02
37 2 3.844 -6.004 0 0 0 -.02
38 - _ _ _- - - - - 3 -- - 3.844 -18.004 0 0 0 -.008 __
39 4 3.844 -30.004 0 0 0 .016
- - - ._---- _ - --- --
40 5 3.844 -42.004 0 0 0 .052
41 1 M9 1 4.635 7.804 0 0 0 -.016
- - - --
42 2 4.635 �.196 0 0 0 -.018
43 3 4.635 -16.196 0 0 0 -.008
44 4 4.635 -28.196 0 0 0 .014
45 5 4.635 -40.196 0 0 0 .048
46 1 M10 1 4.908 9.838 0 0 0 -.012
47 2 4.908 -2.162 0 0 0 -.016
48 3 4.908 -14.162 0 0 0 -.008
49 4 4.908 -26.162 0 0 0 .012
i 50 5 4.908 -38.162 0 0 0 .044
51 1 M 11 1 1.466 12.099 0 0 0 -.008
i 52 2 1.466 .099 0 0 0 -.014
53 3 1.466 -11.901 0 0 0 -.008
54 4 1.466 -23.901 0 0 0 .01
55 5 1.466 -35.901 0 0 0 .04
56 1 M 12 1 6.312 13.913 0 0 0 -.004
57 2 6.312 1.913 0 0 0 -.012
58 3 6.312 --10.087 0 . 0 0 -.008
59 4 6.312 -22.087 0 0 0 .008
60 5 6.312 -34.087 0 0 0 .036
61 1 M13 1 5.384 15.49 0 0 0 -.001
62 2 5,384 3.49 0 0 0 -.011
63 3 5.384 -8.51 0 0 0 -.008
64 4 5.384 -20.51 0 0 0 .006
65 5 5.384 -32.51 0 0 0 .033
66 1 M 14 1 -2.101 16.74 0 0 0 .001
67 2 -2.101 4.74 0 0 0 -.009
68 3 -2.101 -7.26 0 0 0 -.008
69 4 -2.101 -19.26 0 0 0 .005
70 5 -2.101 -31.26 0 0 0 .03
71 1 M15 1 42.634 17.496 0 0 0 .003
72 2 42.634 5.496 0 0 0 -.009
73 3 42.634 -6.504 0 0 0 -.008
� 74 4 42.634 -18.504 0 0 0 .004
75 5 42.634 -30.504 0 0 0 .029
Maierial Takeoff
RISA-3D Version 13.0.0 [C:\...\...\...\...\CALC\Frames\RISA3D\FRAME B-R12.r3d] Page P4�eo� 84
O
FRAME E1
WIDESPAN SHELVING
36•B x 96°L x 144•H
.log: � 6279 DATE: 07/07/16 JOE P. HILL, P.E.
BY: Cp CHD: JPH CaNSULTING STRUCTURAL ENGINEERING
1801 N. HAMPTON RD., SUITE 440
DESOTO, TX 75115-2399
972-283-5111 E-Mail:Joe@jphpe.com Page 47 of 84
0
SEISMIC DESIGN 36"W x 96"L x 144"H WIDE SPAN FRAME E1
ASCE 7& RMI (AS IT APPLIES)
EQUIVALENT LATERAL FORCE PROCEDURE FOR SHELVING
Width = 36 IN
Length = 96 IN
Max. Shelving Height = 144 IN
SS = 1.442 S� = 0.537
Fa = 1.000
SpS = 2/3(Fa)SS = 0.961
Levels = 3
Site Class = D
F„ = 1.500
Sp� = 2/3(F„)S� = 0.537
Seismic Use Group = I SEISMIC DESIGN CATEGORY = D
T= 0.02*h�"4�= 0.13
CS _ Sp� R= 4.00 (RMI Sec. 2.6.3)
T R Ip = 1.50 (RMI Sec. 2.6.2)
S2o = 2.0 (ASCE 7 Table 15.4-1)
CS = 1.04
SDS
C5' nn,vc R
Cs, MIN — 0.O44SDS
SEISMIC BASE SHEAR, V= CS IP WS
LOADS
DL = 5 PSF/SHELF
RATED LOAD PL = 180 LBS/SHELF
CS, M,� _
Cs, MIN —
0.24 « CONTROLS
0.04
TOTAL FRAME WEIGHT Ws = DL + 67%PL + 0.25LL (Per Storage Rack Section)
DL = 5 PSF x 3 FT x 8 FT x 3 SHELVES = 360.00 POUNDS SHELVING
PL = 180 LBS/SHELF x 0.67 x 3 SHLVS = 361.80 POUNDS SHELVING
WS = 721.80 LBS 0.525 x VBASE _
IF TQP SHELF 100% LOADED ONLY, 0.525 x VTOP =
137 LBS
102 LBS
,loB: 16279 DATE: 07/07/16 JOE P. HILL, P.E.
BY: Cp CHD: JPH CONSULTING STRUCTURAL ENGINEERING
1801 N. HAMPTON RD., SUITE 440
DESOTO, TX 75115-2399
972-283-5111 E-Mail:Joe@jphpe.com Page 48 of 84
0
SEISMIC DESIGN - (CONTINUED) FRAME E1
W5 = 721.80 Ibs
PM,ix = 360.90 Ibs per post
DISTRIBUTED LATERAL FORCES
WXhxk FX, (C„x) v
C�x =
EW;hk
V ense = 137 LBS
COMP.M„� = 450.00 Ibs per post
k= 1.0 since Te <_ 0.50
E (Fx' h) = 1274.05 LBS-FT
UPLIFT FORCES (RMI Sec. 2.1.3 Sismic Uplift)
W = (0.6-0.11 Sps)DL + (0.6-0.14Sps)PL
LW = 36 IN
L� = 96 IN
TRANSVERSE: W = 429.25 LBS
M c�,�n. = W(LW/2)/12 = 643.88 LBS-FT
M seisMic = EiFX x h) 520= 2548.10 LBS-FT
M cw,v�n � M SEISMIC NG HOLD DOWNS ARE REQD
TENSION= 635 LBS (UPLIFT)
LONGITUDINAL: W = 429.25 LBS
M cruviTv = W i���2)�� 2= 1717.02 LBS-FT
M seisMic = EiFx x h) S2o= 2548.10 LBS-FT
M cruv�n � M SEISMIC NG HOLD DOWN ARE REQD
TENSION= 104 LBS (UPLIFT)
,1oB: � 6279 DATE: 07/07/16 JOE P. HILL, P.E.
BY: Cp CH�: JPH CONSULTING STRUCTURAL ENGINEERING
1801 N. HAMPTON RD., SUITE 440
DESOTO, TX 75115-2399
972-283-5111 E-Mail:Joe@jphpe.com Page 49 of 84
�
�
m
�
�
�
�
144"N WIDESPAN
2��_�00#
� �
q6 ��
tYP. FRONT PROFILE OF FRAME "EI"
LE1�L 3
/
�
LE1rE T
/
F x l3)
Fx C2)
Fx C1)
36"
TYP. END PROFILE OF FRAME "�I"
.log: 16279 DATE: 07/07/16 JOE P. HILL, P.E.
BY: Cp CH�: JPH CONSULTING STRUCTURAL ENGINEERING
1801 N. HAMPTON RD., SUITE 440
DESOTO, TX 75115-2399
972-283-5111 E-Mail:Joe@jphpe.com Page 50 of 84
0
OVERTURNING MOMENTS TOP SHELF LOADED - FRAME E1
DISTRIBUTED LATERAL FORCES
WXhXk FX= (C�x) V k= 1.0 Since Ta <_ 0.50
C„x =
E W; h�k
V Tpp = � OL LBS
UPLIFT FORCES (RMI Sec. 2.1.3 Sismic Uplift)
W = (0.6-0.11 Sos)DL + (0.6-0.14Sps)0.75xPL
L,�, = 36 I N
L� = 96 IN
TRANSVERSE: W= 240.76 LBS LOAD TOP SHELF ONLY
M cRnviTv = W iLW/2)/12 = 361.14 LBS-FT
M seisMic =�iFX x h) S2o= 2082.51 LBS-FT
M GRAVITY � M SEISMIC NG HOLD DOWNS ARE REQD
TENSION= 574 LBS (UPLIFT)
LONGITUDINAL: W= 240.76 LBS LOAD TOP SHELF ONLY
M cRnwrv = W����2)��2 = 963.05 LBS-FT
M seisMic =��FX x h) S2o= 2082.51 LBS-FT
M GRAVITY � M SEISMIC NG HOLD DOWN ARE REQD
TENSION= 140 LBS (UPLIFT)
,loB: � 6279 DATE: 07/07/16 JOE P. HILL, P.E.
BY: Cp CHD: �pH CONSULTING STRUCTURAL ENGINEERING
1801 N. HAMPTON RD., SUITE 440
DESOTO, TX 75115-2399
972-283-5111 E-Mail:Joe@jphpe.com Page 51 of 84
0
BEAM DESIGN FOR FRAME E1
SECTION PROPERTIES:
MAX L = 96 IN
H = 3.25 IN
t = 16 GA
AREA = 0.439 IN2
Ix = 0.621 IN°
Sx = 0.342 IN3
rx = 1.190 IN
MAX ALLOWABLE LOAD - BENDING:
Fy = 45000 PSI
ly = 0.128 IN4
Sy = 0.108 IN3
ry = 0.540 I N
(AISI Sec. C3.1.3)
Mn (MAX) = 0.6 * Sx * Fy = 9223.2 LBS-IN
CAPACITY = 2( 8" M/ L) = 1537.20 LBS
MAX ALLOWABLE LOAD - DEFLECTION (L/180): (RMI Sec. 5.3)
ALLOW DEFLECTION = 5wL4 / 384 E I
CAPACITY = 2[(384 E I) /(5*180*L2) ]= 1668.57 LBS
BEAM SECTION
MAXIMUM STATIC ALLOWABLE LOAD PER LEVEL= 1537.20 LBS
ALLOWABLE AND ACTUAL BENDING MOMENT PER LEVEL (RMI Sec.2.1.5 & 2.3)
MAX BENDING MOMENT
Wstatic =(DL + LL + 0.88PL) / 96" = 2.90 LBS/IN
MSTATIC (DL + LL + 0.88PL) - WSTATIC LZ �$- 3340.$O LBS-I N
PVERTICAL IMPACT' WStatIC X Z�J% = H.%O LBS
MVERTICAL IMPACT- PVERTICAL IMPACT X L I4 = ZOH.HO LBS-IN
MsTa,Tic+iMPacT= 3549.60 LBS-IN
ALLOWABLE BENDING MOMENT
Ma,��ow�srnTic>= 18446.40 LBS-IN
MSTATiC+IMPACT � MALLOW(STATIC) OK
�og: � 6279 DATE: 07/07/16 JOE P. HILL, P.E.
BY: Cp CHD: JPH CONSULTING STRUCTURAL ENGINEERING
1801 N. HAMPTON RD., SUITE 440
DESOTO, TX 75115-2399
972-283-5111 E-Mail:Joe@jphpe.com Page 52 of 84
SECTION PROPERTIES
AREA =
Ix =
Sx =
rx =
Cmz
Unbrace Lx =
Unbrace Ly =
O
COLUMN DESIGN FOR FRAME E1
MAX HT = 144 IN
0.372 INz ly = 0.133 IN"
0.202 IN4 Sy = 0.151 IN3
0.231 IN3 ry= 0.597 IN
0.738 IN S2c= 1.80
1.00 S2b= 1.67
72 IN Kx = 1.7
37 IN Ky = 1.0
PsTnTic = 360.90 LBS MAX
COLUMN SECTION
kLx _ � •L�1 = 165.85 <-- CONTROLS
rx 0.7381N
� — �� = 61.98
ry 0.5971N
Fa = � * E = 10405 PSI
(KI/r)2
�,c = (Fy / Fa)'�2 = 2.19 >1.5
Fn =f �'c < 1.5 (0.658 ��Z�Fy _ g125 PSI
l �c > 1.5 (0.877/ �,c2)Fy
Pn = AREA * F� = 3394.61 LBS
Pex = (�ZE�x) � �Kx�x)2 = 3859.10 LBS
ax = 1— (S2�P/Pex) = 0.83
MAX MOMENT IN COLUMN
Mx = Msrnric + Mseisnnic = 360.00 LBS-FT
M„= Sx' Fy = 962.50 LBS-FT
My = MsT,aric + MseisMic = 1.00 LBS-FT
M�y = Sy' Fy = 629.17 LBS-FT
COMBINED STRESS = fa/Fa + fb/Fb =
(SLCP/Pn) + ��pCmxMx�MnoSc) + (S2bCmyMy/M�vay) = 0.95 < 1.0
THEREFORE UPRITE IS OK
,10g: 16279 DATE: 07/07/16 JOE P. HILL, P.E.
BY: Cp CH�: JPH CONSULTING STRUCTURAL ENGINEERING
1801 N. HAMPTON RD., SUITE 440
DESOTO, TX 75115-2399
972-283-5111 E-Mail:Joe@jphpe.com Pa e 53 of 84
0
TRANSVERSE BRACINGS FRAME E1
SECTION PROPERTIES:
Vense = 137
HORIZONTAL BRACINGS:
AREA = 0.115 INZ
rX = 0.453 IN
d = 36 IN
k�X _ (0.81(361M
rX 0.4531N
k�x <
rX
Fa = "2E —
(kl/r)2
fa VgqSE
Fa AREA x Fa
= 0.017
= 63.58
200 OK
70812 PSI
< 1.0 OK
DIAGONAL BRACING:
AREA = 0.115 INZ
rX = 0.453 IN
d = 36 IN
I = 38 IN
THE LENGTH OF THE BRACE:
� _ �dz+ �z�o.s _ 4.36 FT
L = 52.35 IN
UDIAG - VBASE �(LENGTH OF THE BRACE/ DEPTH)
= 199 LBS
k�X _ (1)(52.351M = 115.55
�X 0.4531N
k�X < 200 OK
rX
2
Fa = �k�� �2 21436 PSI
fa VDIAG
Fa AREA x Fa
= 0.081 < 1.0 OK
�oB: 16279 DATE: 07/07/16 JOE P. HILL, P.E.
BY: Cp cHp: �pH CONSULTING STRUCTURAL ENGINEERING
1801 N. HAMPTON RD., SUITE 440
DESOTO, TX 75115-2399
972-283-5111 E-Mail:Joe@jphpe.com Page 54 of 84
BEAM TO COLUMN CONNX FRAME E1
BEAM TO COLUMN CONNECTION PROVIDE ADEQUATE MOMENT CAPACITY TO STABLIZE THIS SYSTEM, ALTHOGH IT
DOES NOT PROVIDE 100% FIXITY. THUS, THE BEAMS WILL BE ANALYSED ASSUMING THEY HAVE PINNED ENDS. FOR
THE COMPUTATION OF BEAM TO COL. MOMENT CAPACITY, THE PARTIAL FIXITY OF THE BEAM,(ASSUMED AT AN
ARBITRARY 25% OF THE FIXED END MOMENT OR 2000 IN-LB WHICH EVER IS SMALLER) WILL BE ADDED
CAPACITY OF CONNECTOR:
BEAM LOCKING DEVICE (TWO CLIPS) (RMI 7.1.2)
AREA = 7/16 " 0.03 *2 = 0.026 INZ
Fy = 50000 PSI
Fv=2*0.4*A*Fy
VM� = 1050 LBS >1000 LBS OK
BEAM TO BRACKET WELD CAPACITY
1/8"'' 14.84 KSI = 1855 LBS/IN <— CONTROLS
0.061" " 26 KSI * 1.33 = 2109 LBS/IN
�we�� = 3 IN
CAPACITY = 5565 LBS
a) SHEAR CAPACITY OF 1/2" TAB
AREA = 0.105" * 1/2" = 0.053 INZ
Fy = 50000 PSI
Fv= 0.4"A*Fy
VM� = 1050 LBS
b) BEARING ON COLUMN
D = 0.420 I N
t = 0.072 IN
BEARING AREA = t* D= 0.030 IN2
Fy = 50000 PSI
PMax eea,Rirvc = BRG AREA * 1.2 * Fy = 1814 LBS
SINCE SHEAR GOVERNS P1 = 1050 LBS
�UPPGR
�
W .,e.
M CONN CAPACITY — 1P� * 2") = 2100 LBS-IN
M coNN seisMic = 1.33 * M CONN CAPACITY — 2793 LBS-IN
FROM MODEL RISA MMnxeEAMzSi = 984 LBS-IN <
M CONN SEISMIC
OK
,log: 16279 DATE: 07/07/16 JOE P. HILL, P.E.
BY: Cp CHp: �pH CONSULTING STRUCTURAL ENGINEERING
1801 N. HAMPTON RD., SUITE 440
DESOTO, TX 75115-2399
972-283-5111 E-Mail:Joe@jphpe.com Page 55 of 84
�
W J
W J
� J
�' 0
�
� W O
d �
X J = (7
m Z
} � � �
N J � � m
�Company : Joe P. Hill P.E.
O Designer : CD
Job Number : BURLINGTON � Checked By: JPH
Model Name . FRAME E1
Global
RISA-3D Version 13.0.0 [C:\...\...\...\...\CALC\Frames\RISA3D\3D-WS-FRAME-E1-R19.r3d] Page P6� of 84
�Company : Joe P. Hill P.E.
O Designer : CD
Job Number : BURLINGTON Checked By: JPH
Model Name : FRAME E1
Global, Continued
Seismic Code None
Seismic Base Elevation ft Not Entered
Add Base Wei ht? Yes
Ct X .02
Ct Z .02
T X sec Not Entered
T Z sec Not Entered
RX - —_. _. . . _ . _ _— -- 3_ _ _ _ ---
RZ 3
Hot Rolled Steel ProQerties
Hot Rolled Steel Section Sets
Label Sha e T e Desi n List Material Desi n...A in2 I in..Ju in...J in4
1 BM WS BEAM SECTION 16... 822111 Channel A36 Gr.36 Typical .439 .128 .621 .0005..
Member Primarv Data
RISA-3D Version 13.0.0 [C:\...\...\...\...\CALC\Frames\RISA3D\3D-WS-FRAME-E1-R19.r3d] Page P6a4ed�f 84
�Company : Joe P. Hill P.E.
O Designer : CD
Job Number : BURLINGTON Checked By: JPH
Model Name . FRAME E1
Member Primarv Data (Continued)
Member Advanced Data
Label I Release J Release I Offset in J Offset in T/C Onl Ph sical TOM Inactive Seismic Desi ...
1 M1 Yes None
--_ . --
I 2 M2 Yes None
3 M3 Yes None
4 M4 Yes None
5 M5 Yes None
_ --- --
6 M6 Yes None
7 M7 Yes _ _ None
8 M8 _ _. Yes None
9 M9 _ __ Yes None
---- -- --- ---- — - - - -- --_ .
10 M10 Yes None
11 M11 Yes None
i 12 M12 Yes None
13 M13 Yes None_
14 M14 Yes _ None
15 M15 _______ Yes None
I 16 M16-- ---- ---- — ---- ---Yes--- None
17 M17 Yes None
18 M18 - ---- Yes _ --- None --
19 M19 Yes None__
20 M20 Yes None
21 M21 Yes None
- -- _ _ _ _
22 M22 Yes None
23 M23 Yes None
24 M24 Yes None
25 M25 Yes None
26 M26 Yes None _
27 M27 Yes None
_ _ _ ---. --... -- -- --- __ _
' 28 M28 Yes None
29 M29 Yes None
- - --- ---.-._ .
30 M30 Yes None
31 M31 _ Yes None
_----- - - - _ _
32 M32 Yes None
33 M33 Yes None
34 M34 Yes None_
35 M35 Yes _ None
_ - - --- -- --------
36 _ M36 Yes None
37 M37 Yes None
- __ _ _.
38 M38 Yes None
39 M39 Yes None
RISA-3D Version 13.0.0 [C:\...\...\...\...\CALC\Frames\RISA3D\3D-WS-FRAME-E1-R19.r3d] page Pb�i o� 84
Company : Joe P. Hill P.E.
�Designer : CD
Job Number : BURLIN�TON Checked By: JPH
Model Name : FRAME E1
Joint Coordinates and Temaeratures
Label X fl Y ft Z ft Tem F Detach From Dia...
1 N1 0 0 0 0
2 __ N2 8- 0 __ p p _.
3 N3 0 .333 0 0
4 _ N4 - __ 8 - - .333 -- � - - �
5 N5 0 12 0 0
-
6 N6 8 -__ 12 0 ---- -�
7 N7 8 0 3 0
'� 8 N8 8 12 3 0
9 N9 8 .5 0 0
10 N10 8 .5 3 0
11 N 11 8 .958 3 0
12 N 12 8 4.167 0 0
13 N 13 8 4.167 3 0
i 14 N 14 8 3.708 0 0
15 N 15 8 7.833 0 0
16 N 16 8 7.833 3 0
17 N17 0 0 3 0
� 18 N18 0 12 3 0
19 N19 0 .5 0 0
i 20 N20 0 .5 3 0
21 N21 0 .958 3 0
! 22 N22 _ 0 4.167 0 0
23 N23 0 4.167 3 0
I 24 N24 0 3.708 0 0
25 N25 0 7.833 0 0
' 26 N26 0 7.833 3 0
27 N27 16 0 0 0
I28 N28 16 .333 0 0
29 N29 16 12 0 0
� 30 N30 16 0 3 0
31 N31 16 12 3 0
_ -
32 N32 16 .5 0 0
33 N33 16 .5 3 0
34 N34 16 .958 3 0
35 N35 16 4.167 0 0
36 N36 16 4.167 3 0
37 N37 16 3.708 0 0
38 N38 16 7.833 0 0
39 N39 16 7.833 3 0
40 N40 8 11.5 0 0
41 N41 8 11.5 3 0
42 N42 8 11.042 0 0
43 N43 8 8.292 3 0
44 N44 0 11.5 0 0
45 N45 0 11.5 3 0
46 N46 0 11.042 0 0
47 N47 0 8.292 3 0
48 N48 16 11.5 0 0
49 N49 16 11.5 3 0
50 N50 16 11.042 0 0
51 N51 16 8.292 3 0
52 N52 0 6.333 0 0
53 N53 8 6.333 0 0
_ ___
54 N54 0 6.333 3 0
55 N55 8 6.333 3 0
56 N56 16 6.333 0 0
KISA-3U Version 13.0.o [G:\...\...\...\...\GALC\Frames\RISA3D\3D-WS-FRAME-E1-R19.r3d] Page P6� o� 84
Company : Joe P. Hill P.E.
� Designer : CD
V��t I Job Number : BURLINGTON Checked By: JPH
Model Name : FRAME E1
Joint Coordinates and Temperatures (Continued)
Label X ft Y ft Z ft Tem F Detach From Dia...
57 N57 16 6.333 3 0
58 N58 0 9.083 0 0
59 N59 8 9.083 0 0
60 N60 0 9.083 3 0
61 N61 8 9.083 3 0
62 N62 16 9.083 0 0
63 N63 16 - -9.083--- --- - 3 --- ----- - -- _ �---
- -- - _ .
64 --- N64 8 4.625 3 0
65 --___ _ N65 8 7.375 0 _0 _
__ __--
66 N66 0 4.625 3 0
67 N67 0 7.375 0 0
68 N68 16 ----4.625 -- - 3 . 0
69 N69 16 7.375 0 0
Joint Boundarv Conditions
Joint Loads and Enforced Displacements (BLC 2: EL)C)
Joint Label L D M Direction Ma nitude Ib Ib-ft in rad Ib`s^2/ft Ib"s^2*ft
1 N5 L__ _ _ X 14.96
� 2 N 18 L X 14.96
3 N6 L X 14.96
4 N8 L X 14.96
5 - - N6 L -X --- -- -- - -----14.96--- - ----------
6 N8 L X 14.96
7 N29 - --- _--- -----� .- -. _ _ _ _ X 14.96
8 N31 L X 14.96
9 N58 L X - _ _ -- -19.38 _ _ - - - -- --
- -- ---- _-
10 N60 L X 11.38
11 N59 __ L_______ _ X_ 11.38
! 12 • N61 L X 11.38
13 N59 L X _ - 11.38 - ---------
14 ---- - N61 --- L X 11.38
15 N62 _ L X _ 11.38
---- ------- _
16 N63 L X 11.38
17 N52 L X 7.81
18 N54 L X 7.81
19 N53 L X_ 7.81
- ----- ---- - -- ----- ------ - .. _ _
20- ---. __ _ - -N55 L X 7.81
21 N53 _ L X 7.81
- -- ---- — - -- - - -
� 22 N55 L X 7.81
23 N56 L X 7.81
' 24 N57 L - X _ 7.81
Joint Loads and Enforced Displacements (BLC 3: ELZ)
Joint Label L D M Direction Ma nitude Ib Ib-ft in rad Ib`s^2/ft Ib's^2*ft
1 N5 L Z 14.96
RISA-3D Version 13.0.0 [C:\...\...\...\...\CALC\Frames\RISA3D\3D-WS-FRAME-E1-R19.r3d] page P�$ o� 84
Company : Joe P. Hili P.E.
� Designer : CD
\./1�1 I Job Number : BURLINGTON Checked By: JPH
� Model Name : FRAME E1
Joinf Loads and Enforced Disalacements (BLC 3: ELZ) (Continued)
__ Joint Label L D M Direction Ma nitude Ib Ib-ft in rad Ib's^2/ft Ib's^2'ft
- _ - -_ _
2 N 18 L Z 14.96
3 N6 L Z 14.96
__. __ __
- ----- - - - _
4 N8 L Z 14.96
5 N6 L Z 14.96
- - ._---___ __
6 N8 L - - - Z --14.96--
7 N29 L Z 14.96
-- _ --- --
8 N31 __ _ � Z_- -- _..-- - 14.96
9 N58 L Z 11.38
10 N60 L Z 11.38
11 N59 L Z 11.38
12 N61 L Z 11.38
13 N59 L Z 11.38
14 N61 L Z 11.38
15 N62 L Z 11.38
16 N63 L Z 11.38
17 N52 L Z 7.81
18 N54 L Z 7.81
19 N53 L Z 7.81
20 N55 L Z 7.81
21 N53 L Z 7.81
22 N55 L Z 7.81
23 N56 L Z 7.81
24 N57 L Z 7.81
Member Distributed Loads fBLC 1: DL+LL)
Basic Load Cases
Load Combinations
RISA-3D Version 13.0.0 [C:\...\...\...\...\CALC\Frames\RISA3D\3D-WS-FRAME-E1-R19.r3d] Page P6�e0� 84
�Company : Joe P. Hiil P.E.
O Designer : CD
Job Number : BURLINGTON Checked By: JPH
Model Name . FRAME E1
EnveloAe Joint Reactions
Enveloae Member Section Forces
RISA-3D Version 13.0.0 [C:\...\...\...\...\CALC\Frames\RISA3D\3D-WS-FRAME-E1-R19.r3d] page P6� of 84
Company : Joe P. Hill P.E.
�Designer : CD
Job Number : BURLINGTON Checked By: JPH
Model Name : FRAME E1
Envelope Member Section Forces (Continuedl
RISA-3D Version 13.0.0 [C:\...\...\...\...\CALC\Frames\RISA3D\3D-WS-FRAME-E1-R19.r3d] Page P6�i o� 84
�Company : Joe P. Hill P.E.
O Designer : CD
Job Number : BURLINGTON Checked By: JPH
Model Name . FRAME E1
Envelope Member Section Forces (Continuedl
RISA-3D Version 13.0.0 [C:\...\...\...\...\CALC\Frames\RISA3D\3D-WS-FRAME-E1-R19.r3d] Page P6� o� 84
Company : Joe P. Hill P.E.
� Designer : CD
VirJl I Job Number : BURLINGTON Checked By: JPH
Model Name : FRAME E1
_ EnveloAe Member Section Forces (Continued)
RISA-3D Version 13.0.0 [C:\...\...\...\...\CALC\Frames\RISA3D\3D-WS-FRAME-E1-R19.r3d] Pag�� o°f 84
Company : Joe P. Hill P.E.
��� Designer : CD
VU1 I Job Number : BURLINGTON Checked By: JPH
Model Name : FRAME E1
EnveloAe Member Section Forces (Continued)
RISA-3D Version 13.0.0 [C:\...\...\...\...\CALC\Frames\RISA3D\3D-WS-FRAME-E1-R19.r3d] Pag�� of 84
Company : Joe P. Hill P.E.
� Designer : CD
V�1 1 Job Number : BURLINGTON Checked By: JPH
Model Name : FRAME E1
Envelope Member Section Forces (Continuedl
RISA-3D Version 13.0.0 [C:\...\...\...\...\CALC\Frames\RISA3D\3D-WS-FRAME-E1-R19.r3dJ Pag�� 1� $4
Company : Joe P. Hili P.E.
� Designer : CD
\.Jlvt I Job Number : BURLINGTON Checked By: JPH
� Model Name : FRAME E1
EnveloQe Member Section Forces (Continued)
RISA-3D Version 13.0.0 [C:\...\...\...\...\CALC\Frames\RISA3D\3D-WS-FRAME-E1-R19.r3d] Pag��1 o�f 84
Company : Joe P. Hill P.E.
� Designer : CD
LJ��JI I Job Number : BURLINGTON Checked By: JPH
Model Name : FRAME E1
Envelope Member Section Forces (Continuedl
Envelope Joint Disalacements
RISA-3D Version 13.0.0 [C:\...\...\...\...\CALC\Frames\RISA3D\3D-WS-FRAME-E1-R19.r3d] Pag�� o� 84
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Company : Joe P. Hill P.E.
��� Designer : CD
\.J��t I Job Number : BURUNGTON Checked.By: JPH
Model Name : FRAME E1
Envelope Member Section Deflections (Continued)
RISA-3D Version 13.0.0 [C:\...\...\...\...\CALC\Frames\RISA3D\3D-WS-FRAME-E1-R19.r3d] Pag�� of 84
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Company : Joe P. Hill P.E.
� Designer : CD
V�1 1 Job Number : BURLINGTON Checked By: JPH
Model Name : FRAME E1
EnveloQe Member Section Deflections (Continued)
Material Takeoff
RISA-3D Version 13.0.0 [C:\...\...\...\...\CALC\Frames\RISA3D\3D-WS-FRAME-E1-R19.r3d] Pag��1 �b�f 84
0
ANCHOR PLATE DESIGN FOR WIDE SPAN SHELVING:
O.1C
(12
b,�
:A'
N
MAX. MAX. MAX.
FRAME SHEAR UPLIFT COMP.
(LBS.) (LBS.) (LBS.)
E 137 635 450
.-,,, �,......,..
ANCHOR PLATE SHEAR CHECK:
✓ir� ur�ire
i° �-.��t.
r+�icKa
eX18T. GONG.
�LOOR
-� �� ' � HOLE
lTl'P 2 PLS)
MATL: 12 GA. HRS; Fy = 30,000 psi; thickness = 0.1084" (MIN.)
ALLOW. V= 0.4 * AREA * 30 KSI = 0.4"((1-3/8"-0.5")* 0.1084")''30 KSI = 1138 LBS
ALLOW. V OF ANCHOR PL > MAX. UPLIFT LOADS OK
UPLIFT/TENSION FORCE
MATL: 12 GA. HRS; Fy = 30,000 psi; thickness = 0.1084" (MIN.) ; S= 0.194 in3
ALLOW M= 0.6 * 30 KSI " 0.194 in3 = 3492 LBS-IN
ALLOW UPLIFT = ALLOW M* 2/ 1" = 6984 LBS
ALLOW UPLIFT > MAX. UPLIFT LOAD OK
CHECK OF THE MAXIMUM DOWNWARD VERTICAL FORCE
BASED ON THE BEARING STRESS IN CONCRERTE:
F'p = 0.35 fc = 0.35 x 3000 = 1050 psi
Aeff = 3.75 x 2.25 = 8.44 in^2
ALLOW. P= F'p x Aeff = 8862 LB
ALLOW. P> MAX. COMPRESSION AT THE BASE
OF THE COLUMN OK
WIDE SPAN UPRITE SHEAR CHECK:
MATL: 14 GA. A653; Fy = 30,000 psi; thickness =
0.072" (MIN.)
ALLOW. V= 0.4 * AREA " 30 KSI = 0.4 "(.372) * 30 KSI
= 4464 LBS
ALLOW. V OF UPRITE > MAX. UPLIFT LOADS
OK
CARRIAGE BOLT BEARING CHECK: CONNECTION SCREW SHEAR CHECK:
ASTM A449 0 5/16"-18"x22" BOLT; Fu=65 KSI (14ga MATL) ASTM A449 0 5/16"-18"x22" BOLT; Fnv=47 KSI
ALLOW. V= 3.43K / 2.5 = 1372 LBS (TABLE IV-7c, AISI ALLOW. V= 3.06K / 2.4 = 1500 LBS
MANUAL 2002) (TABLE IV-6, AISI MANUAL 2002)
_> ALLOW. V(SEISMIC) = 1.0 (ALLOW. V) = 1372 LBS => ALLOW. V(SEISMIC) = 1.0(ALLOW. V) = 1500 LBS
ALLOW. V(SEISMIC) > MAX. UPLIFT LOADS OK ALLOW. V(SEISMIC) > MAX. UPLIFT LOADS OK
�og: 16279 DATE: 07/07/16 JOE P. HILL, P.E.
BY: Cp CHD: �pH CONSULTING STRUCTURAL ENGINEERING
1801 N. HAMPTON RD., SUITE 440
DESOTO, TX 75115-2399
972-283-5111 E-Mail:Joe@jphpe.com Page 83 of 84
�
•
�
SLAB PUNCH SHEAR FOR FRAMES E1:
4" THICK CONCRETE SLAB fc' =2500 PSI MIN. (NO INSPECTION)
ALLOWABLE SOIL BEARING PRESSURE = 1000 PSF
(DL+LL) CONTROLS --> P(MAX) = 2000 LBS
BEARING PLATE 3 3/4" x 2 1/4" TYP. (AREA = 8.44 SQ. IN.)
FOR TWO WAY DIAGONAL TENSION ACTION:
SHEAR
V = 1.7xPnet (EFFECTIVE AREA)
V = [3400/2.25] x [2.25 - 0.3364]
= 2891.71 POUNDS
AREA OF FOOTING
AREA REQ'D = 2000/1000 = 2.0 SQ. FT.
USE 1'-6" x 1'-6" (AREA = 2.25 SQ. FT.)
ACTUAL BRG PRESSURE = 2000/2.25 = 888.89 PSF
FACTOR OF SAFETY = 1000/888.89 = 1.12 OK
v = 2891.71/[((7.75"x2)+(6.25"x2))x4"] = 25.82 PSI
Vallow = 0.85x2[fc']^2= 85.0 PSI
Vallow > v OK
N
"�
LENGTH =(7.75" x 2) +(6.25" x 2) = 28"
AREA=Lxt
= 28" x 4" = 112 SQ. IN.
v= 3400 LBS / 112 SQ. IN. = 30.36 PSI
Vallow = 0.85x2[fc']^i = 85.0 PSI
Vallow > v OK
.1oB: � 6279 DATE: 07/07/16 JOE P. HILL, P.E.
BY: Cp CHp: �pH CONSULTING STRUCTURAL ENGINEERING
1801 N. HAMPTON RD., SUITE 440
DESOTO, TX 75115-2399
972-283-5111 E-Mail:Joe@jphpe.com Pa e 84 of 84
O
APPENDIX A
TYPICAL LOZIER
TECHNICAL SPECIFICATIONS
,IOB: � 6279 DATE: 07/07/16 JOE P. HILL, P.E.
BY: Cp CHD: �pH CONSULTING STRUCTURAL ENGINEERING
1801 N. HAMPTON RD., SUITE 440
DESOTO, TX 75115-2399
972-283-5111 E-Mail:Joe@jphpe.com A1
LOZIER WIRE BACK ASSEMBLIES
USED ON SALES AREA WALLS
HOME AND BABY DEPARTMENTS
A2
� � � • '
Lozier shelves are designed to satisfy a wide range of Brackets are an integral part of the shelf providing rugge
merchandising needs and load requirements. All construction and fast installation. Shelves are vertically
shelves feature precision formed tag moldings that adjustable in 1" interoals and can be sloped at angles
accept 1.235" high tags. Shelves and decks have shown below. Recommended load capacities shown are
double rows of perForations 1" on center at fFont and based on evenly distributed static load. All shelves and
rear edges for vertical dividers, binning, and product decks are finished with a durable wear resistant finish.
retainers. Capacities shown are reduced by 30% when front half
only is loaded.
LOAD CAPACITI'E� AND ANGULAR ADJUSTMENTS
MAX. EVENLY DISTRIBUTED STATIC
LOAD CAPACITY (in Ibs.)
17° 30° 15°
BRACKET PROFlLE SHELF SHELF DOWN• DOWN- UP-
S7YLE DEPTH FLAT SLOPE SLOPE SLOPE
_� _ . _.—_ l.�-�� - . —; � TL 5tyle & 7` 300 300 - -
'�,o _ - �- --- ` _. _
��� � SiYLE S STYLE � y S Style 10'ihru 19" 500 250
G�--��" — , :1-�� -, .� � �
�--�- _'—�•:`,
�� !— �'��—' " TL Style 8 20' 8� 25" 500 250 - -
�- �--'-�J 7L SME S STYLE S Style 28" & 31' 400 Z00
r-..,`— ���-,r;� DLStyle 7" 300 300 125 Z00
�y � .�.----.--� 10"thru19' S00 250 125 300
i�__--.�
�—'—� � �rJ�
�� _�.�� ��' DL Style 22" & 25" 5�0 250 125 -
ci _.r- . 28" 8 31° 400 200 100 -
t,° r-_ �-- - _
^ �— • .�-�'',L
�- HL Style 16" thru 19' 60D 250 125 -
c=� ., _" '
1� r-��..�-
� • _ a� _
? � ��"` � HL Style 22" 700 - -
i_-� . _ __.��-
,�_
L---
��'�_ ' •° j
i--ri" ---_,� �" �.
G�� f�f --f � ML Style 28" &^31" 60D - - -
1 . ��"' •
�` _ � ' � .
Std. Decks 13" thru 19" 600
22"thru31" 800
_ ` Heavy Duty 19" 900
�_; �° _ _ Dadcs 22" thru 31" 1Z00
{same
profileas Add load easer brackeis (pg. 206) for
Std. Decks) 500 Ibs. addiGonal deck capaGty.
P.O. BOX i9999 • OMAHA, NEBRASKA 68119-0999 •(800) 228-9882
Specifications subject to change wifhout notice. A3
� ������ � 1999 Lozier Corporation
ig and �ts contents are the excluswe and confidentwl property of Lozier Gorporation and its
�mpanics. The draaving is prrn�ded only for the purposes mtended and shall at �II times ba kept
I by the customer or supplier, who shall not, vnthout the prvor urt•itten conserit of Loner, diclose,
�eminate, in whole or m part, this dravnng, �ts coriterits, or concepts, and shail promptly retum
g upon request without retammg any copies thereof.
STIFFENER
75 82 7/8 84
! 35 I 42 7/G I 44 69 76 7/8 78
I 29 I 36 7/8 I 38 63 70 7/B 72
I 23 I30 7/8 I 32 57 6Q 7/$ 66
! 17 I 24 7I8 I 26 5! 58 7/8 60
I I I I I 8 7/8 I 20 45 52 7/8 54
i 05 I I 2 7/8 I I 4 39 46 7/8 4b
99 I06 7!8 I 08 33 40 7/b 42
93 I 00 7/8 I 02 27 34 7/8 36
87 94 7/8 96 2! 28 7/8 30
8I 88 7/8 90 I 5 22 7/8 24
N:.a.OF A NOM NO.OF A NOM
St0T5 SLO75
TOP Cr��P
�-
A
SECTION B-6
LEVELING LEG ASSEMBLY NOT SHOWN
STIFPFNER
� --�----�--
� -{�-- - -
--�---�--
SECTION GC
LEVELIN6 LEG A55EMBLY NOT 5t10WN
B e
iF i4 f i F �
O - O%� - _ �
O O "—
UP�ilTE LEVELER LEG ASSLY.
FACE CHi.NNEL SIOf CYIANNEL
I / C
� � � � � � � � � � � � � � � � =
A
51DF CHANNFL
SEGTION A-A
I /B MAK
F,h:EGt1ANNEL -- ----
I!8 *
DETAI L OF FACE
SHOWING WELD
4CE GHiJJNEL (�TE61 I )
FLU5t1 TO 316a �:nX fXTENCED
OR il32 MAX RECESSED (Dc�EPT
TOP I'�
�2000 LOZIER CORP.
:
�.�1,.=�.�'� UPRITE DETAILS
6336 PERSHING DR.
OMAFiA, NE 681 I O ' SIiEET � OF 2
I -800-228-9882
This drawing and its contents are the cxclusive and conhder�tiai properLy of Lozier Gorporat�on and its
afhiiated compames. The drav,nng is prov�ded only for the purposes mtended and 5hall at �II times be kept
confidential by the customer or suppiier, who shal{ not, Hnthout the pnor wrytten conserrt of tna�r, diclose,
use or d�ssemmate, in whofe or in part, this drawing, its eoritents, or concepts, and shall promptly retum
the draMnng upon request tivithout retammg any copies thercof.
18 GA. SIDE CHANNEL MATERIAL SPECIFICATION
COLD ROLLED HIGH STRENGTH, LOW ALLOY (tiSlA) GRADE 45 GLA55 II STEEL.
MATERIAL TO MEET ASTTvI SPECIFICATION A607.
LIMffED TO 57000 P51 MAX YIELD, 2295 MIN ELONGATION IXCEFf
24%a NATIONAL AND US STEEL.
LIMITED TO 55000 P51 MIN TEN5ILE
ORDER TtiIGKNESS: .043 MINIMUM.
5/ I 6 TYP
-.375 �
I I '991
2 I 7/32 ! .761 y-
R3/32
.298
—RI/16 MAXTYP I
9/32±0
1:.505
1.643
I .935
R9/64
' TO SNARP
CORWER
TO START
OF RADIUS
DETAIL A
�4�
FACE CHANNEL MATERIAL SPECIFICATION
VENDOR SPEGIPIGATIONS: I I/4 X 3/8 X IENGTFi,
ASTM f 044 SPECIAL t107 ROLLED STEEL
Wfftt .6096 TO .90% MAGANESE (GALUAIE�
OR
ASTM A572-60 HOT ROLLED STEEL (COURTICE)
YIELD: 60,000 P51 MINIMUM
+.031
_�
r375
�3• s I/2•
I +.020
I .275 -.O I O
.187 MAXIMUM OYERALL
;1.237 .730 y�p�ry
� MINiMlJM PIAT ,
C�2000 LOZI�R CORP.
��i.�.�s�
6336 PER5111NG DR.
OMAf1A, NE 681 I O
�J -800-228-9882
S110WING 5LOT5
2 25/32
I 5/8
I/2
�JPRlTE DETAILS
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1 •
INSTALLATION INSTRUCTIONS
WIREGRID BACK ASSEMBLIES
(ONE PIECE GRID, UP TO U96)
Step 1: Set up shelving sections following display shelving installation instructions 01-13 using
either BR_ OR BRHD_ bottom rails. See retainer types on page 2.
TOP RAIL
(R_l�
UPPER WIRE
GRID
RETAIN ER
(RUS_)
EXTENSION
WIRE GRID
RETAINER
RAIL (RES_)
STANDARD DU'
BOTTOM RAIL
�BR_)
HEAVY DUTY
BOTTOM RAIL
(BRHD_)
����� ���� „��EMBLY
����� OMAHAPNEBRASKA 68110 ECO# OMPCOA6368 07/3�1�/1�5
02015 LOZIER CORPORATION (800) 228-9882 PAGE 1 OF 6
INSTALLATION INSTRUCTIONS
WIREGRID BACK ASSEMBLIES
Step 2:
A) Install the lower horizontal wire grid retainer (RES_) on the bottom rail.
B) Install the wire grid back on top of the lower horizontal wire grid retainer. The wire grid back should locate in the
channel of the lower horizontal wire grid retainer.
NOTE: See Figure 3 for wire grid back orientation.
C) On each side of the wire grid back, slide the vertical wire grid retainers (RES_) down between the uprite and
the wire grid back. The wire grid back should locate in the channel of the vertical wire grid retainer. If the wire
grid back is taller than a nom 48, the vertical wire grid retainer will be a two piece retainer (RES_ and an RUS_).
NOTE: If using triple track wire grid retainers (RET ) with a centered hardboard back, slide the
hardboard back down the center channel of the retainers prior to installing the upper vertical
wire grid retainers (RUT_).
D) Install the upper horizontal wire grid retainer (RES_) on top of the wire grid back. The wire grid back should
locate in the channel of the upper horizontal wire grid retainer.
E) For systems with two backs vertically (taller than U96) go to page 3.
Systems U96 and shorter, go to step F).
F) Install the top rail (R_�.
RETAINER TYPES:
GRID
WG)
RETAINER
RES
BO�TTOM RAIL
RETAINER
RET
RETAINER
RED
SINGLE TRACK DOUBLE TRACK TRIPLE TRACK
����� OMAHAPNEBRASKA 68 10 ECO# OMPCOA6368 07/�1�5
(800) 228-9882 PAGE 2 OF 6
OO 2015 LOZIER CORPORATION
INSTALLATION INSTRUCTIONS
WIREGRID BACK ASSEMBLIES
(MULTI-PIECE GRID, TALLER THAN U96)
Step 3:
A) Instati the splicer rail (R_S).
B) Install the lower horizontal wire grid retainer (RES_) on the splicer rail.
C) Install the wire grid back on top of the lower horizontal wire grid retainer. The wire grid back should locate in the
channel of the lower horizontal wire grid retainer.
NOTE: See Figure 3 for wire grid back orientation.
D) On each side of the wire grid back, slide the vertical wire grid retainers (RES_) down between the uprite and
the wire grid back. The wire grid back should locate in the channel of the vertical wire grid retainer. If the wire
grid back is taller than a nom 48, the vertical wire grid retainer will be a two piece retainer (RES_ and an RUS_).
E) Install the upper horizontal wire grid retainer on top of the wire grid back. The wire grid back should locate in the
channel of the upper horizontal wire grid retainer.
F) Install the top rail (R_�.
TOP RAIL
(R T)
SPLICER RAIL
(R_S)
UPPER
WIRE GRID
' RETAINER
(RUS_)
EXTENSION WIF
GRID RETAINER
(RES_)
STANDARD DU
BOTTOM RAIL
(BR_)
��
HEAVY DUTY
BOTTOM RAI
(BRHD_) � � � � ��--� rl\7VRC L
�� WIRE GRID ASSEMBLY WITH SPLICER
����� OMAHAPNEBRASKA 68 10 ECO# OMPCOA6 68 07/3�1/1�5
(800) 228-9882 PAGE 3 OF 6
02015 LOZIER CORPORATION
INSTALLATION INSTRUCTIONS
�
TOP
BOT+T'OM
�
��f
TOP
BOTTOM
t
TOP
WIREGRID BACK ASSEMBLIES +
BO + OM
RBE_MG
i
�
3
REF
---�-
RBE_SG
RBE_WG
FIGURE 3
WIRE GRID BACK ORIENTATION
��
4 1/2 REF
-�---- -
L 1/2 {
REF
1/2
.EF �
� 3 1/2 REF
��
����� OMAHAPNEBRASKA 68 10 ECO# OMPCOA6368 07/3�1/1�5
(800) 228-9882 PAGE 4 OF 6
OO 2015 LOZIER CORPORATION
INSTALLATION INSTRUCTIONS
WIREGRID BACK ASSEMBLIES
WIRE GRID BACKS AND REfAINERS
LOWER WIRE UPPER WIRE LOWER WIRE UPPER WIRE LOWER UPPER UPPER UPPER
UPRITE GRID BACK GRID BACK VERTICAL VERTICAL VERTICAL VERTICAL
HEIGHT GRID BACK GRID BACK ACTUAL SIZE ACTUAL SIZE RETAINER RETAINER RETAINER RETAINER
NOM SIZE NOM SIZE ��g�� DIM "C" DIM NOM SIZE NOM SIZE NOM SIZE NOM SIZE
36 RBE_30_ N/A 29 N/A RE_30 N/A N/A N/A
42 RBE_36_ N/A 35 N/A RE_36 N/A N/A N/A
48 RBE_42_ N/A 41 N/A RE_42 N/A N/A N/A
54 RBE_48_ N/A 47 N/A RE_48 N/A N/A N/A
60 RBE_54_ N/A 53 N/A RE_48 RU_06 N/A N/A
66 RBE_60_ N/A 59 N/A RE_48 RU_12 N/A N/A
72 RBE_66_ N/A 65 N/A RE_48 RU_18 N/A N/A
78 RBE_72_ N/A 71 N/A RE_48 RU_24 N/A N/A
84 RBE_78_ N/A 77 N/A RE_48 RU_30 N/A N/A
90 RBE_84_ N/A 83 N/A RE_48 RU_36 N/A N/A
96 RBE_90_ N/A 89 N/A RE_48 RU_42 N/A N/A
102 RBE_48_ RBE_48_ 47 47 RE_48 N/A RE_48 N/A
108 RBE_48_ RBE_54_ 47 53 RE_48 N/A RE_48 RU_06
114 RBE_48_ RBE_60_ 47 59 RE_48 N/A RE_48 RU_12
120 RBE_48_ RBE_66_ 47 65 RE_48 N/A RE_48 RU_18
126 RBE_48_ RBE_72_ 47 71 RE_48 N/A RE_48 RU_24
132 RBE_48_ RBE_78_ 47 77 RE_48 N/A RE_48 RU_30
138 RBE_48_ RBE_84_ 47 83 RE_48 N/A RE_48 RU_36
144 RBE_48_ RBE_90_ 47 89 RE_48 N/A RE_48 RU_42
Notes: 1) Wire backs can be 3x3 wire grid (RBE_WG), slot grid (RBE_SG), multi grid (RBE_MG) or louver grid (RBE_LG).
2) The bottom rail must always be a BR_ or BRHD_. (See order for actual parts)
3) The horizontal retainers will be RESJ RED_ or RET , where _ is the nominal width of the system.
4) The upper and lower horizontal retainers are identical.
5) Wire backs can be replaced with hardboard backs (RBE*P, RBE*M or RBE*ME).
6) Units taller than 96H require a splicer rail.
02015 LOZIER CORPORATION
6336 PERSHING DRIVE 84691 fj�V� �}
OMAHA, NEBRASKA 68110 ECO# OMPCOA-368 07/31/15
(800) 228-9882 PAGE 5 OF 6
INSTALLATION INSTRUCTIONS
WIREGRID BACK ASSEMBLIES
WIRE GRID BACK MERCHANDISING LOAD MATRIX
________ NOM 30" WIDE AND NOM 30" WIDE AND NOM 3' AND 4' WIDE NOM 3' AND 4' WIDE
LESS LESS
U96 OR SHORTER TALLER THAN U96 U96 OR SHORTER TALLER THAN U96
(WIRE OR (WIRE OR (WIRE OR (WIRE OR
SLOTWALL BACKS) SLOTWALL BACKS) SLOTWALL BACKS) SLOTWALL BACKS)
___ _ LOAD RATING PER LOAD RATING PER LOAD RATING PER LOAD RATING PER
SECTION SECTION SECTION SECTION
(SINGLE PIECE (MULTI PIECE BACK (SINGLE PIECE (MULTI PIECE WITH
BACK WITHOUT A WITH SPLICER BACK WITHOUT A SPLICER RAILS
SPLICER RAIL (R_S)) RAILS (R_S)) SPLICER RAIL (R_S)) (R_S))
BACK TYPE RAIL TYPE PER SIDE PER PER SIDE PER PER SIDE PER PER SIDE PER
SECTION SECTION SECTION SECTION
3 x 3 Wire Grid BR_ 150 Ibs 150 Ibs 150 Ibs 150 Ibs
3 x 3 Wire Grid BRH_ 350 Ibs 350 Ibs 350 Ibs 350 Ibs
Slot Grid BR_ 150 Ibs 150 Ibs 150 Ibs 150 Ibs
Slot Grid BRH_ 350 Ibs 350 Ibs 350 Ibs 350 Ibs
Multi Grid BR_ 140 Ibs * 130 Ibs * 120 Ibs * 100 Ibs *
Multi Grid BRH 340 Ibs * 330 Ibs * 300 Ibs * 270 Ibs *
Louver Grid BR_ 120 Ibs * 90 Ibs * Not Recommended Not Recommended
Louver Grid BRH 320 Ibs * 290 Ibs * 250 Ibs * 200 Ibs *
Notes: 1) Items marked with * are derated for the weight of the back.
2) The above load ratings assume that the bottom rail tab is bent per II 01-13 for single sided sections.
3) For backs nom 60" wide, reduce the above loads for a nom 3 and 4' wide by 20%
(multiply above loads by 0.80).
4) For shorter systems, when the wire grid or slotwall back panel is shorter than nom 90" tall or
nom 144 tall, you can calculate a higher merchandising load by adjusting for the difference in
the weight of the back panels.
Note: Do not exceed 150 Ibs per side or 300 Ibs total per section when
using a standard bottom rail. Includes the back weight and the merchandising weight.
Note: Do not exceed 350 Ibs per side or 700 Ibs total per section when using a HD bottom rail.
Includes the back weight and the merchandising weight.
ozs��
OO 2015 LOZIER CORPORATION
6336 PERSHING DRIVE 84691 fj�V� �
OMAHA, NEBRASKA 68110 ECO# OMPCOA-368 07/31/15
(800) 228-9882 PAGE 6 OF 6
NSTA��ATION INSTRUCTIONS
WALL MOUNT BRACKET (DC2191)
Anchoring of all Wall Sections is recommended for limiting deflection under loaded conditions.
Additional unbalanced load capacity may be available if the Wall Sections are anchored to a
suitable building wall or other structure to prevent collapse of the shelving. Wall Sections
must be assembled per Display Shelving Installation Instructions 01-13.
The purchaser of the fixture is responsible for determining the suitability of any specific wall
or structure to which shelving is anchored, for the selection of and/or proper installation of
the anchoring fasteners, hardware and materials, and for the workmanship of those
performing anchoring. These guidelines are meant to illustrate typical types of anchoring
and do not constitute any endorsement by Lozier of any specific anchoring application.
Each application will vary due to the building, structure and materials used for anchoring,
and professional advice should be sought for each anchored installation.
Anchoring situations other than those illustrated may be encountered. As a guideline, each
anchoring location shown must provide a minimum of 450 pounds of pull—out resistance and
be located as shown in these illustrations. Extreme care must be taken to insure that the
building wall or other structure is solid and suitable for anchoring and will support the load
being anchored to it.
CAUTION: DO NOT USE PLASTIC OR FIBER ANCHORS, CONCRETE NAILS, OR REGULAR NAILS.
CAUTION: DO NOT OVERTIGHTEN FASTENERS. OVERTIGHTENING CAN CAUSE MATERIAL
DAMAGE OR THREAD DAMAGE, CAN WEAKEN THE CONNECTION, AND COULD CAUSE
THE PRODUCT TO COLLASPE CAUSING BODILY INJURY OR PROPERTY DAMAGE.
z
6" MAX � �
2 X 4 BLOCKING �
(SEE PAGE 3) j • x
6" MAX � 1
�
2 X 4 BLOCKING �
(SEE PAGE 3) j
w
2 X 4 SPACER v
w
ATTACHED TO WALL a
AT 48" O.C. MIN. �
w
z
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12" Max
�
SINGLE LEVEL BLOCKING
��U�� OMAHA, NEBRAS A D 681 10 PCR866619 � 01=2�611
�Zo>> LOZIER CORPORATION (800) 228-9882 PAGE 1 OF 3
INSTA�L�ATION INSTRUCTIONS
WALL MOUNT BRACKET (DC2191)
CENTER UPRITES— Slide Wall Mount Bracket over Uprite Side Channel. (See FIGURE 2).
Attach Wall Mount Bracket to approriate wall or 2 x 4 Blocking.
END UPRITES— Place Wall Mount Bracket over the lip of the Uprite side channel. (See FIGURE 3).
Attach Wall Mount Bracket to appropriate wall or 2 x 4 Blocking.
FIGURE 2
CENTER UPRITES
FIGURE 3
END UPRITES
NOTE: All fasteners shown are minimum diameter and length for applications illustrated.
2 X 4 CONTINUOUS BLOCKING
(SEE PAGE 3)
u�t ��� � i u x 1 1/2"
WOOD SCREWS
ALL TYPES OF 1PALL
�PITH CONTINUOUS BLOCHING
u�t ���
CONCRETE WEDGE
ANCHORS
DIRECTLY TO
CONCRETE 1PALL
����� OMA A6 NEBRAS A D 6I81 10 PCR866619 � 01=2�71 1
�2011 LOZIER CORPORATION �800� ZZS-98HZ PAGE 2 OF 3
INSTA��ATION INSTRUCTIONS
WALL MOUNT BRACKET (DC2191)
NOTE: All fasteners shown are minimum diameter and length for applications illustrated.
,� ATTACH AS NEAR AS POSSIBLE TO UPRITE �,
�" X 4" LAG SCREW
)UGH UPRITE INTO BLOCK
2 X 4 CONTINUOUS BLOCKING
BEHIND UPRITES
CONCRETE
�POOD STUD �PALL
X 4 CUT BOARD
:TWEEN UPRITES
FOR WOOD & METAL
FRAMED WALL; ATTACH
TO EACH STUD
2 X 4 BLOCKING BETWEEN UPRITES
ATTACHING BLOCHING TO WALL
?X4 BLOCKING
WEDGE ANCHOR
2X4 BLOCKING
CONC.
i/16" X 4" LAG SCREW
�T EACH STUD
2X4 BLOCKING
�1 /4" SELF—TAPPING
MASONRY SCREW.
EMBEDMENT INTO SOLID
MATERIAL
MASONRY (CONCRETE BLOCK, BRICK, ETC.)
2X4 BLOCKING
2) #8 X 2 5/8" SELF—
)RILLING DRYWALL SCREWS
�T EACH STUD
METAL STUD �PALL (14 ga. min. )
����� OM HA6 NEBRAS A D 681 10 PCR866619 EV 01=2�811
�zo>> LOZIER CORPORATION (800) 228-9882 PAGE 3 OF 3
NSTA��ATION I NSTRUCTIONS
WALL MOUNT BRACKET (CD6921)
Anchoring of all Wall Sections is recommended for limiting deflection under loaded conditions.
Additional unbalanced load capacity may be available if the Wall Sections are anchored to a
suitable building wall or other structure to prevent collapse of the shelving. Wall Sections
must be assembled per Display Shelving Installation Instructions 01-13.
The purchaser of the fixture is responsible for determining the suitability of any specific wall
or structure to which shelving is anchored, for the selection of and/or proper installation of
the anchoring fasteners, hardware and materials, and for the workmanship of those
performing anchoring. These guidelines are meant to illustrate typical types of anchoring
and do not constitute any endorsement by Lozier of any specific anchoring application.
Each application will vary due to the building, structure and materials used for anchoring,
and professional advice should be sought for each anchored installation.
Anchoring situations other than those illustrated may be encountered. As a guideline, each
anchoring location shown must provide a minimum of 450 pounds of pull—out resistance and
be located as shown in these illustrations. Extreme care must be taken to insure that the
building wall or other structure is solid and suitable for anchoring and will support the load
being anchored to it.
CAUTION: DO NOT USE PLASTIC OR FIBER ANCHORS, CONCRETE NAILS, OR REGULAR NAILS.
CAUTION: DO NOT OVERTIGHTEN FASTENERS. OVERTIGHTENING CAN CAUSE MATERIAL
DAMAGE OR THREAD DAMAGE, CAN WEAI�N THE CONNECTION, AND COULD CAUSE
THE PRODUCT TO COLLASPE CAUSING BODILY INJURY OR PROPERTY DAMAGE.
6" MAX � I'
2 X 4 BLOCKING
(SEE PAGE 3)
2 X 4 SPACER
ATTACHED TO WALL
AT 48" O.C. MIN.
�
12" Max
�
SINGLE LEVEL BLOCHING
����� OMAHA, NEBRASKA D 681 10 OMPCOA-613 7-6=�1�
�2016 LOZIER CORPORATION �800� 2Z$-9HS2 PAGE 1 OF 3
INSTA��ATION INSTRUCTIONS
WALL MOUNT BRACKET (CD6921)
Rotate Wall Mount Bracket into Uprite Face Channel. (See FIGURE 2).
Attach Wall Mount Bracket to 2 x 4 Blocking.
WALL MOUNT
BRACKET
2 X 4 CONTINUOUS BLOCKING
(SEE PAGE 3)
FIGURE 2
NOTE: All fasteners shown are minimum diameter and length for applications illustrated.
u�t �z� � i u n 1 1/2"
WOOD SCREWS
ALL TYPES OF 1PALL
WITH CONTINUOUS BLOCHING
����� OMA A6 NEBRAS A D 681 10 OMPCOA-613V 06=23� 16
02016 LOZIER CORPORATION �8��� 228-9$$2 PAGE 2 OF 3
INSTA��ATION INSTRUCTIONS
WALL MOUNT BRACKET (CD6921)
NOTE: All fasteners shown are minimum diameter and length for applications illustrated.
CONCRETE
�POOD STUD WALL
ATTACHING BLOCHING TO �PALL
!X4 BLOCKING
WEDGE ANCHOR
2X4 BLOCKING
CONC.
i/16" X 4" LAG SCREW
�T EACH STUD
2X4 BLOCKING
�1 /4" SELF—TAPPING
MASONRY SCREW.
EMBEDMENT INTO SOLID
MATERIAL
MASONRY (CONCRETE BLOCK, BRICK, ETC.)
2X4 BLOCKING
2) #8 X 2 5/8" SELF—
)RILLING DRYWALL SCREWS
�T EACH STUD
METAL STUD WALL (14 ga. min. )
����� OMA A6 NEBRAS A D6I8110 OM COA-613v 06=23� 16
�2016 LOZIER CORPORATION (800) 228-9882 PAGE 3 OF 3
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TOLERANCES UNLE55 SPECIFIED:
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NOTE: NOTE:
THIS DRAWING IS INTENDED FOR PARTS THE PURCHASER OF THE FIXTURE IS RESPONSIBLE FOR DETERMINING THE SUITABIUTY OF ANY
IDENTIFICATION ONLY. PLEASE REFER TO SPECIFIC WALL OR STRUCTURE TO WH]CH SHELVING IS ANCHORED, FOR THE SELECTION OF AND/OR
INSTALLATION MSTRUCTIONS PACKAGED PROPER INSTALLATION OF THE ANCHORING FASTENERS, HARDWARE AND MATERIALS, AND FOR THE
WITH COMPONENTS FOR PROPER ASSEMBLY µ'��MANSHIP OF THOSE PERFORMING ANCHORING. THESL GUIDLLIN6S ARL MPANT TO
REQUIREMENTS. ILLUSTRATE TYPICAL TYPES OF ANCHORING AND DO NOT CONSTITUTE ANY ENDORSEMENT BY
LOZIER OF ANY SPECIFIC ANCHORING APPLICATION. EACH APPLICATION W[LL VARY DUE TO THE
SEE INSTALLATION INSTRUCTIONS: BUILDING, STRUCTURE AND MATERIALS USED FOR ANCHORING, AND PROFESSIONAL ADVICE
85263 SHOULD BE SOUGHT FOR EACH ANCHORED INSTALLATION.
FURRING NOTE:
2 x 4 FURRING STRIPS SHOULD BL
ANCHORED AT EVERY STUD LOCATION
NOT TO EXCEFD 16"
DRAWMC TITLE:
�u r
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g
SCALG:
N.T.S.
DRAWN BY:
MB
DATE:
AN INSTALLATION INSTRUCTION) � 5/5/16
DETAiL NO:
WALL
ANCHOR
DETAIL
PAGE 1 OF 2
NOTE: NOTE:
THIS DRAWING IS INTENDED FOR PARTS THE PURCHASER OF THE FIXTURE IS RESPONSIBLE FOR DETERMINING THE SUITABILITY OF ANY
IDENTIFICATION ONLY. PLEASE REFER TO SPECIFIC WALL OR STRUCTURE TO WHICH SHELVING IS ANCHORED, FOR THE SELECTION OF AND/OR
INS"IALLATION INSTRUCTIONS PACKAGED PROPER INSTALLATION OF THE ANCHORING FASTENERS, HARDWARE AND MATERIALS, AND FOR THE
WITH COMPONENTS FOR PROPER ASSEMBLY WORKMANSHIP OF THOSE PERPORMING ANCHORING. THESE GUIDELINES ARE MEANT TO
REQUIREMENTS. ILLUSTRATE TYPICAL TYPES OF ANCHORING AND DO NOT CONSTITUTE ANY ENDORSEMENT BY
LOZIER OF ANY SPECIFIC ANCHORING APPLICATION. EACH APPLICATION WILL VARY DUE TO THE
SEE INSTALLATION INSTRUCTIONS: BUILDING, STRUCTURE AND MATERIALS USED FOR ANCHORING, AND PROFESSIONAL ADVICE
l 1-83 SHOULD BE SOUGHT FOR EACH ANCHORED INSTALLATION.
DRAN'MG 7ITLE
�u r
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g
SCALE:
N.T.S
DRAWN BY:
MB
DATE:
OT AN INSTALLATION INSTRUCTIONI I 5/5/16
DCIAIL NO:
WALL
ANCHOR
DETAIL
PAGE 2 OF 2
LOZIER SHELVING
Receiving Widespan
(R19 Series)
R19.0 - 4 ft. wide section
R19.6 - 6 ft. wide section
R19.8 - 8 ft. wide section
Widespan:
Includes four basic components:
Uprite Frames
Beams
Shelf Supports
Shelves
Dimensional lnformation:
Clear opening between posts:
Nominal shelf width plus 1/2"
Overall length:
(Nominal section width + 1/2") times the number of
sections, + 1 3/4" for each post in the run
Overall depth:
2 1/4" greater than the nominal depth of the unit
Vertical clearance between shelves:
Regular Duty Beam:
3 1/4" less than the center-to-center shelf spacing
Heavy Duty Beam:
4 3/4" less than the center-to-center shelf spacing
Shelves adjustable 2" on center
No cross bracing required
Welded Uprite Frame
Paller Loaded Widespan Considerations:
WARNING:
Forklifts must not be used,
Only hand loader/stacker can be safely used
Order "RE" Reinforced Uprite Frames when
using hand loader/stacker
Shelf supports are required for all applications to stabiliz
beam, if not used then beam locking clip is required
Aisle side Uprite posts must be anchored to floor
Total weight of palletized goods MUST NOT exceed
one half of uniformly distributed Beam capacity
Allow at least 3" clearance between pallet & Uprite Frame,
at least 4" clearance between pallets
Pallets should overhang both Beams by at least 2",
otherwise Particleboard or Wiregrid Shelves must be used
WARNING: Multi-Function Beams are intended to be used with Multi-
Function Shelf Supports. If Shelf Supports are not installed then the
beams MUST utilize a Widespan Multi-Function Beam Locking Clip
(WS1291 or WS9111 pg.706) depending on the beam location. Failure
to do this could allow the Beam to become disengaged causing product
damage or personal injury.
'/StBf�
C.,�L I ifF
P.O. BOX 3448 • OMAHA, NEBRASKA 68103-0448 •(800) 228-9882 %�j�Z:��� 3/�13
This is a copyrighted work of Lozier Corporation. Any unauthorized reproduction, �'� A
distribution or use is expressly prohibited. � O 2013 Lozier� Corporation
This dravnng and �ts contents are the excfusve and confident�al property of Lorer Corporat�on and �ts
affd�ated companies. The draunng is proNded only for the purposes mtended and shall at all times be kept
confidential by the customer or supplier, wiio shall not, �nntho�t the prvor wntten consent of Lozier, diciose,
use or d�sseminate, in whole or �n p:rt, thi5 drawing, its contents, or concepts, and shall promptly retum
the draKnng upon request without reta�rnng any cop�es thereof.
3
arRe�s�to
SECTION A-A
I 6 GA. HOT ROLLED S7�EL
A57M A60'7 GR 45, CLlSS 2, OR
SA� J 1392 Oq5X
45,000 P51 MIN YIELD
RLTPRNAT� WELDt�IENT OPTION
?YP BOTti ENDS
HOOK DETAIL
1 2 Gh. t10T ROLIED ST�EL
HSLA GRADE 50 PER h5T1�1 SPECIFICATION A7 I 5
50,000 P51 IAINIMU�:1 YIELD STRfNGTFi
I 2 G+
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96 1l8 96 1/2 �:°5896
94 I`9 9A i/2 Vf5B94
92 1;8 92 I/2 4NSB92
84 I/8 84 1/2 V. 5884
'79 i /8 79 I /2 W5879
78 I/8 76 112 W5B78
77 IlB 77 I)2 W5B77
74 1/8 74 I/2 V,'SB74
72 I/8 72 I/2 WS672
70 I/8 70 I/2 WSH70
68 I/8 68 I/2 W5B68
66 i/8 66 I/2 W5866
64 I/8 G4 I/2 WS864
60 I/9 60 I/2 w'S860
59 1/8 59 I/2 V.'Sb59
56 I/8 56 112 WSB56
54 1/8 54 !/2 V✓SB54
48 I/B 48 I!2 WS848
44 I/8 4A I/2 WgB44
42 I/8 42 I/2 W5842
A i I/8 41 I/2 1MSB41
3.i I/8 34 IJ2 VJSB34
28 I/8 28 I/2 1"ASB28
22 I/8 22 I!2 14'SB22
� � PAR7
P10.
� � B BEAM LENGTt1 - �
�200o LOZIER CORP. STANDARD DUTY BEAM
�Zt.�1�
6336 PER5111NG DR.
OMAHA, NE 68 ! I 0
I -800-228-9882
WIDESPAN BEAM DETAILS
sheEr 1 oF 1
L
Th�s drawing and �ts contents are the exciuswe and conRdent�al property of Lozier Corporation and �ts
af61�c•ted companies. The drawin9 is proHded only for the purposes mtended and shall at ali times bc kcpt
confident�ai by the customcr or supplier, who shail not, withovt thc prior wr7tten conser�t of Lozier, diclosc,
use or dissemmate, +n whole or in part, this draw�ng, rts contents, or contepts, and shall promptiy return
the dran�ng upqn request without retain�nc� any cop�es tliereoP.
1/8 5 8/ TYP (6) PLS
MIN
LENGTII
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I/8 518
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DETAIL A
7HIS WELDMENT f5 FOR
UPRITES TO 8'H.
C�2000 LOZIER CORP.
Et
5 1 /2
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6336 PERS111NG DR.
OMAt1A, NE 681 10
I -800-228-9882
TF11S WELDMENT IS FOR
UPRITES 9'H TIIROU6H 12'H.
D±
5 I /2
Tk115 WELDMENT IS
FOR URITE5 ABOVE I 2'
WELDMENT DETAILS
WIDESPAN UPRITE
SHEET 'I OF 4
This drawmg and its contents are the excluswe and conf�deriGal property of 1.4zier Corporat�on and �ts
afhliated companies. The drawnng is provided onl f for the purposes �ntended and shail at all times be kept
co�hdent�al by the cu5tomer or suppher, �e�ho shaU �ot, w�thout the pnor wntten conaent of Loyer, d�close,
vse or dissem+nate, in ufiole or in part, th�s draK7ng, its contents, or concepts, ond shall promptly retum
the dravnno upon request Nnthout retairnng any cop�es thereof.
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"' 24 6 30 20 !/8 V✓5U 16030
"' 22 6 28 50 !/8 WSU48028
"' Ib 6 24 50 I/8 WSUA8024
" 18 6 24 44 I/8 lN5UA202R
"' 18 6 p4 38 1/8 WSU36024
--- 18 6 24 32 I/8 WSU30024
--- 18 6 24 30 I/8 W5U2802R
"' , 18 G 24 26 I/8 WSU24024
"' 18 6 24 23 1/8 W5U21024
"" 18 6 24 20 I/8 WSU 18024
--- I 8 6 24 17 I/8 WSU � 502A
"- 12 6 18 20 I/8 WSU18018
B PART
E D C NOM A NUMBER
HEIGHT
�2000 LOZIER CORP.
Lz���
6336 PERS111NG DR.
OMAt1A, NE 681 i 0
1-800-228-9882
"' 54 6 66 38 I/8 lR'SU36066
"' S4 6 66 26 I/8 WSU24066
"" 60 6 66 I 7 I/8 V�SU I 5066
�-' SA 6 66 14 I/8 UlSU12066
"' 54 6 60 60 I i8 WSU58060
"" 5`� 6 60 50 I/8 W5U48060
"' �a 6 60 44 I/B WSU42060
"' 5a 6 60 38 UB M�5U36060
--- 54 6 60 32 I/8 W5U30060 ,
--- 54 6 60 26 1/8 WSU24060
""' S4 6 60 24 IJ8 WSU22060
"' Sa 6 60 22 Il8 WSU20060
"' S'� 6 60 20 I!8 WSU I 8060
"' S4 6 60 I 7 I/8 W5U I 5060
""' S4 6 60 I 4 1/8 W5U I 2060
--- 48 6 5A 50 I/8 WSU48054
'"" 48 6 54 44 1/8 VJSU42054
"" 48 6 54 38 I/8 N'SU36054
'-' 48 6 54 32 1t8 WSU30054
"' 48 6 54 26 I/8 iN5U24054
-" 42 6 A8 50 I/8 NE5U48048
"'" 42 6 48 44 !/8 N.'SU42048
"' 42 6 48 38 I/8 WSU36048
—' 42 6 48 36 I/8 Vv5U34048
'"' 42 6 48 35 I/8 WSU33048
"' 42 6 48 32 �/8 WSU300Ab
"' 42 6 48 26 1/8 W5U24048
"" '12 6 48 22 1/8 W5U20048
"' '�2 6 48 20 I 18 WSU I 8048
"' 42 6 A8 I 8 I/8 WSU I 6�48
""- 42 6 48 ! 7 I/8 WSU 15048
"' 42 6 48 I A I/8 WSU I 2048
"' 36 6 42 50 !/8 WSU48042
"' 36 6 a2 44 !/8 WSU42042
"'" 36 6 42 38 I/8 WSU36042
E D C ��A q PART
HE16HT NUMBER
WIDESPAN UPRITE
Sf1EET 2 OF 4
Th�s draw�ng and its contents are the exclusive and confidential property of Loz�er Corporation and �t5
affihated compames. The dra�amg is prc�nded only for the purposes intended and shall at all times be kept
confidential by the customer or supplier, who shall not, without the prior untten con5ent of Lozier, diclo5e,
use or d�ssem�nate, in whole or m part, thi$ drawing, its contents, or concepts, and shall promptly return
the dr:,w�ng upon request v.�thout reta�rnng arry cop�es thereof.
""" 78 12 96 32 I/8 WSU30096
""' 78 12 96 26 !/B W5U24096
"'" 78 I 2 96 20 1/8 WSU I 8096
"" 78 12 96 17 I/8 WSU15096
'"" 78 12 96 14 I/8 WSU12096
'"' 78 12 �0 501l3 WSU48090
-"' 78 12 90 441/8 WSU42030
--" 7B 12 90 38 I/8 WSU36090
--- 72 12 84 b0 118 WSU58084 .
""" 72 I 2 84 50 I/8 �NSU48084 ��
"" 72 12 84 46 1 J8 W5U44084
""" 72 I 2 84 44 1/8 WSU42084
""" �2 12 84 381/8 WSU36084
""" 72 I 2 84 32 !/8 W'SU30084
"" 72 12 84 26 i/8 WSU24084
--- 72 I 2 84 20 I/8 N5U I 8p84
-" 72 12 84 18 U8 WSU16084
"' 72 12 84 17 I!B WSU15084
""" 72 12 $4 I 4 I/8 WSU I 2064
66 I/4 �2 78 I!4 38 I/8 W5U36078.25
�-- 66 I/A 12 78 I/4 32 1/8 WSU30078.25
--- 66 1/4 � 2 78 I/4 26 I/8 WSU24078.25
'�- 66 ! 2 78 60 I/8 WSU58�78
-'- 66 ! 2 7b 38 Ii8 WSU36078
'-- 66 12 78 32 I/8 W5U30078
--- 60 12' 72 50 I/8 WSU48072
--- 60 ! 2 72 46 I/8' WgU44072
"" 60 12 72 44 I/8 1NSU42072
"' 60 12 72 38 I/8 1NSU36072
""' 60 12 72 32 !/8 WSU30072
"' 60 I 2 72 26 I/8 W5U24072
--- 60 12 72 221/8 WSU20072
--- 60 12 72 20 118 WSU I 8072
--- 60 I 2 72 I 7 I/8 YdSU I 5072
"' 60 I 2 72 I 4 I/B N^5U I 2072
B PART
E D' C NOie A NUMBER
nei�nr
QG 2000 LOZIER CORP.
�Z.t.�'.1��
6336 PERSHING DR.
OMAf1A, NE 681 10
1-800-228-9882
461/2 !6B 12 180 501/6 W5U48180
42 I/2 150 6 156 54 I/8 WSU52156
54 1/2 132 12 144 601/8 W5U5814A
54 I/2 132 12 144 50 I/$ L",'SU48144
54 1/2 132 I 2 I44 46 1/8 WSUGA I A4
54 I/2 132 12 144 44 I/8 1h�5U42144
54 1/2 132 12 !44 38 I/8 WSU361q4
54 I/2 132 12 !44 32 1/8 WSU30144
5A I/2 ! 32 I 2 144 30 t/B WSU28144
54 I/2 !32 12 144 261/8 W5U24144
qg t/2 ! 14 6 I 26 20 I/8 WSU 18126
42 I/2 108 12 120 601/8 WSU58120
42 I/2 i 08 � 2 I 20 50 I/8 WSU48 I 20
42 I/2 !08 12 120 44 I!8 W$U42120
�i2 �/2 108 �2 120 38 I/8 WSU36120
42 I/2 !08 12 120 32 I/8 WSU30120
42 I/2 !08 12 120 301/8 WSU28120
42 I/2 !08 12 120 26 I/8 W5U24120
42 I/2 108 I 2 120 20 I/8 tNSU I 8120
42 l/2 ! 08 12 ! 20 14 1/8 WSU 1 2120
QZ �IZ 102 6 I 14 32 I/8 W5U30I 14
42 !I2 102 6 108 54 1!8 WSU52108
42 !/2 102 6 108 50 I/8 WSU48108
42 !/2 102 6 !08 44 I/8 WSU42108
42 1/2 102 6 108 38 1J8 W5U36�08
42 I/2 l 02 6 I OB 32 1/8 VJSU30 � 08
42 I!2 102 6 108 301/8 WSU28108
42 I/2 102 6 108 27 1!8 W5U25108
42 I/2 102 6 108 261/8 W5U24108
a2 I/2 I o2 6 I o8 20 I/8 WSu 181 ob
42 I/2 102 6 !08 �7 �/8 W�U15108
39 1J2 96 6 102 26 I/8 W5U24102
"' 76 ! 2 96 60 I/8 WSU58096
'"' 78 ! 2 96 50 !/8 Yb5U48096
-'" 76 12 96 44 1/8 WSU42096
'"' 78 12 96 38 I/8 WSU36096
B PAR7
E D C NOM A NUt�IBER
HEIGH7
WIDESPAN UPRITE
shE�r 3 0� 4
�
This drawing and its conte�ts are the excluswe and conBdential property of Lozier Corporabon and its
affiliated companies. The drsvnng is prov�ded only for the purposes intended and shali at all t�mes be kept
conf�dent�al by the tustomer or suppl�er, who shail not, w�thout the prior written consent of lozier, diclose,
use or dissemmate, in whole or in part, this dravuing, its contents, or concepts, and shall promptly return
Lhe drav,�ng upon reqvest Hnthout retairnng ary copies thereof,
�?�c ~�` �
�) � �
�32
�'�_,� _ I
�
3
4
HOR1Z. AND DIAG. BRACE MATERIAL
SPEGFICATIONS:
375
I. 3/4 X I ! I/32 X 20 GA. WALL
STEEL TUBING.
2.000
_ TYf'
. I 50 REF . I 50 REF
I .800 MAX
(A7 . ! 50 OFFSET)
�
3 I /64 TYF'
�I I
f-- I .625
14 GA. POST MATERIAL SPECIFICATION
SPECIFICATlONS: 110T ROLLED
I.000 TYP AS7M A570 GR 45 OR EQUIVALENT.
TI1fCKNESS: .0720 MINIMUM.
I � .344 TYP � � -
� �1 � o �1 Cl � o
�312TYP
FRONT OF POST
.562 7YP
I .750 ±.0 I 5
� .000 TYP
�
344 iYP
C(�2000 LOZIfR CORP.
�irZs.�,�!
6336 PER5f1ING DR.
OMAHA, NE G81 10
i -800-228-9882
❑ ❑ ❑
SIDE OF POST
2.000---i I--- .344 TYP
TYP
WIDESPAN UPRITE
5t1EET 4 OF 4
INSTA��ATION INSTRUCTIONS
WIDE SPAN SHELVING
NOTE: WIDE SPAN BEAMS ARE IDENTIFIED
BY A WS STAMPED INTO THE
RIGHT END OF EACH BEAM.
See page 2 for
Reinforced Uprite
ITEM PART NUMBER DESCRIPTION
1 WSU_ Uprite Frame
2 WSB_ Beam
3 WSSS_ Shelf Support
4 WSWG_ Wiregrid Shelf
5 WSB_HD Heavy Duty Beam
6 WSSS_HD Heavy Duty Shelf Support
7 WSPB_HD Heavy Duty Shelf
8 WSUC Uprite Connector
9 WS1241 Floor Anchor •
10 WS1251 Floor Protector/Shim
11 WS1291 Beam Locking Clip
12 50106 5/16"-18 x 2 1/2" Carriage Bolt
13 51005 5/16"-18 Hex Nut
14 WS1231 Back to Back Connector
15 WSU RE Reinforced Uprite Frame
16 WS1321 Top Cap
17 WS9111 Beam Locking Hardware
PLEASE NOTE: Personnel must be provided with safe access to all elevations of storage equipment
or display fixtures via ladders, stairways, or other means in accordance with
applicable OSHA regulations. In NO case should anyone be allowed to climb or stand
on storage or display equipment.
.a
����� OMAHA, NEBRAS A D6I8E10 �ZPCOA-746 1A=2�515
�2015 LOZIER CORPORA710N . �800� 228-9882 PAGE 1 OF 12
48"
INSTA��ATION INSTRUCTIONS
'^�'�� SPAN SHELVING
Reinforced Uprite Frame (Item 15)
NOTE 1: Wide Span Uprite Frames are available
in standard duty for normal use or
reinforced for use with hand stackers.
(See User Instructions on page 10 for
capacities.)
NOTE 2: Either of two beam types may be used with the
Wide Span System (See User Instructions on page
9 and page 10 for capacities).
The Standard Duty Beam (Item 2) is 3 1/4" high.
The Heavy Duty Beam (Item 5) is 4 3/4'� high.
Reinforced Uprite Frames (Item 15) have
a channel shaped reinforcement member
in the lower portion of each post. They
also have a welded foot plate to secure
the post to the floor.
Standard Duty Uprite Frames (Item 1)
DO NOT have the reinforcement member.
0
Standard Duty Beam (Item 2)
0
Heavy Duty Beam (Item 5)
.d
����� OMAHA, NEBRAS A D 6I81 10 �LZPCOA-746V � A36
m2015 LOZIER CORPORATION (800) 228-9882 PAGE 2 OF 12
I NSTA��ATION I NSTRUCTIONS
WIDE SPAN SHELVING
SELF—RETAINING WIDE SPAN BEAM INSTALLATION
These Wide Span Beams are designed with Self—Retaining Lower Hooks on the End Connectors. The
beam must be tilted so the longer lower hook can be inserted into the post slot first
CORRECT
STEP I: Tilt top of beam and insert lower hooks into slots.
INCORRECT
STEP 2: Rotate top of beam forward so top hooks ore inserted
into slots.
STEP 3: Seat the hooks downward into the slots.
� TILT BACK
�START LOWER
HOOK INTO SLOT
�ROTATE FORWARD
BOTH HOOKS
INTO SLOTS
SEAT HOOKS
INTO SLOTS
...
0���� OMAHA, NEBRAS A D 6I81 10 �LZPCOA-746V � A37
�2015 LOZIER CORPORATION �800� Z2H-9SHZ PAGE 3 OF � Z
INSTA��ATION INSTRUCTIONS
WIDE SPAN SHELVING
NOTE 3: Two styles of Shelf Supports may be used
depending upon beam type:
Standard Duty Shelf Supports (Item 3) are
2-17/32" high and "n" shaped.
These are used with Standard Duty Beams.
Heavy Duty Shelf Supports (Item 6) are 4" high
and "n " shaped.
These are used with Heavy Duty Beams.
NOTE 4: Two Shelf types may be used:
2 1
-�I 1 13/ 16" I�
Standard Duty Shelf Support (Item 3)
Heavy Duty Shelf Support (Item 6)
3x3 Wire Grid (Item 4).
Heavy Duty Shelves (Item 7) are 5/8" thick,
hinh—c�rr�nn�h nnrtirlA hnnrri
e-oe
����� OMA A6 NEBRAS A D 681 10 �LZPCOA-746 � A3$
�2015 LOZIER CORPORATION (800) 228-9882 PAGE 4 OF 12
INSTA�LATION INSTRUCTIONS
WIDE SPAN SHELVING
1. ASSEMBLY OF BASIC UNIT
NOTE: To provide for beams height adjustments, allow a 2" gap between wall and face of uprite (See
Detail B) or between faces of both uprites in back—to—back applications or use back—to—back
connectors (Item 14) (See Detail C).
WALL
����� � �� �
2„ I
UPRITE I � 2„ UPRITE
UPRITE ~i
DETAIL B DETAIL C
Top View of Uprite Frames
a. Stand two frames vertically (NARROW ENDS OF SLOTS DOWNWARD). Diagonal bracing on
alternate uprite assemblies should face opposite directions per illustration on page 1.
WARNING: BE SURE REINFORCED UPRITES (Item 15) ARE INSTALLED IN AREAS WHERE HAND STACKERS ARE
TO BE USED.
b. Install one beam at lowest desired level. IF THE BOTTOM OF THIS BEAM IS MORE THAN 6"
FROM THE FLOOR, THEN THE UPRITE MUST BE ANCHORED. Both ends of beam must be
inserted into the uprite slots at the same time. (See Detail D)
c. Install opposite side beam, following same procedure as outlined above.
d. Install remaining beams at desired levels. Maximum beam spacing is 48" to
maintain the uprite rated load capacities.
CAUTION: IF CERTAIN LEVELS ARE TO BE HEAVY DUTY, BE SURE HEAVY DUTY BEAMS ARE INSTALLED AT
THOSE LEVELS. REFER TO LOADING INFORMATION IN USER INSTRUCTIONS ON PAGES 9 AND 10.
UPRITE HOOK
����� �
�
� ••
CORRECT DETAIL D INCORRECT
(Top View of Uprite Post and Left End of Beams)
TOP CAP
NOTE: Be sure that:
—Hooks on all beams are properly seated and are square with uprites.
(See Detail E)
—All beams are installed parallel with the floor.
—Front and rear beams of each pair are installed at same height.
—If top Lance in Uprite is going to be used remove Top Cap to insert
Beam Hook and reinsert Top Cap (See Detail E).
BEAM
UPRITE
DETAIL E
�
����� OMAHA, NEBRAS A D68E10 �LZPCOA-746 � A39
�2015 LOZIER CORPORATION (800) 228-9882 PAGE 5 OF 12
NSTA��ATION INSTRUCTIONS
WIDE SPAN SHELVING
e. When shelves are used, install Shelf Supports per Details F, G, and H. Shelf Support locations in the
beams are as shown in Details F.
�
2 Shelf Supports
�,,..,�, �.,��y�,
48: X=12"
60: X=12"
72: X=18„
96: X=24"
4 Shelf Supports
�
�I X
-- — �-..
48: X=6";Y=12"
60: X=6";Y=12"
72: X=6";Y=20"
96: X=6";Y=28"
X I�
DETAIL F
(View From Top)
�
3 Shelf Supports
tfeam Length
48: X=8"; Y=16
60: X=8"; Y=22
72: X=12"; Y=24
96: X=12"; Y=36
5 Shelf Supports
- — -- �-
48: X=6";Y=9"
60: X=6";Y=12"
72: X=6";Y=15"
96: X=6";Y=21 "
f. Shelf Supports (Item 3) are installed by laying them sideways between the beam flanges, then
rotating them to vertical (See Detail G and H).
�
X I�
If outer supports fit to tightly, install them near center of the beams. Then slide them outward to the
positions noted in Detail F above.
BEAM (ITEM 2 OR 5)
�
SHELF SUPPORT (ITEM 3 OR 6)
DETAIL G
BEAM (ITEM 2 OR ��
SHELF SUPPORT (ITEM � _ _,
DETAIL H
.-0.
����� OMA A6 NEBRAS A D 6I81 10 �LZPCOA-746V � A4O
�2015 LOZIER CORPORATION �800� 228-9882 PAGE 6 OF 12
INSTAL�ATION INSTRUCTIONS
2. FLOOR ANCHOR WIDE SPAN SHELVING
Floor anchors are required when:
a. The ratio of the height of the unit to the overall depth of the unit exceeds 6:1.
b. Alignment of rows need to be maintained.
c. When hand stackers are used.
d. Post load needs to be spread over a larger area.
e. When bottom of the bottom beam is more than 6" from the floor.
Bolt floor anchor onto the bottom of the post using hardware provided as shown in Detail I. Anchor to
floor using a wedge—style anchor suitable for concrete. Anchor material, finish, diameter and embedment
shall be determined by the customer for the specific site requirement.
The minimum anchor diameter shall be 1/4" and the minimum embedment shall be 1 1/8".
NUT FOR CONCRETE ANCHOR
f.l�:��l��
FLOOR ANCHOR (ITEM 9)
CONCRETE ANCHOR
5/16"-18 X 2 1/2"
CARRIAGE BOLT
(ITEM 12)
3. FLOOR PROTECTOR/SHIMS �
Floor protector/shims are used to protect floors when required and/or to aid in leveling the
system when required (by stacking the shims).
,
NOTE: FLOOR PROTECTOR/SHIMS CANNOT BE USED IN CONJUNCTION WITH . FLOOR ANCHOR PADS.
a. Install after assembly of basic unit by lifting one uprite at a time and then positioning shim
(or shims) as shown in "Detail J". Do not exceed 5 shims under any post.
DETAIL J
UPRITE POST
FLOOR PROTECTOR/SHIM (ITEM 10)
�
�uU�� OM HA6 NEBRAS A D 681 10 �LZPCOA-746 � A4�
�2015 LOZIER CORPORATION (800) 228-9882 PAGE 7 OF 12
INSTA��ATION INSTRUCTIONS
WIDE SPAN SHELVING
4. UPRITE CONNECTOR
Uprite connectors are required for two—piece uprite frames (those over 10' tall), and when adding
height to existing installations. On two—piece uprite frames and on extension frames, the lower uprite
frame should be equal to or greater in height than the upper uprite frame.
a. Remove Top Caps from lower uprite frame.
b. Slide a connector channel into the bottom of each leg of the upper uprite frame. MAKE SURE THE "C"
CHANNEL SHAPE IS OPPOSITE THAT OF THE UPRITE POST. Slip the carriage bolt through the square hole
at the front of the upper uprite post, then through the insert, then through the clamp. Install the nut
loosely. When both connectors are installed, raise the upper uprite frame into place per Detail L and
tighten nuts snug. DO NOT over tighten as it will deform the face of the post.
CARRIAGE BOLT
CLAMP
° N UT
CONNECTOR CHANNEL � �
• K�
(HOLE NOT USED)
DETAIL K
UPPER UPRITE POST
r.� �
i
'O i
io i
�
�
CONNECTOR CHANNEL ;o �
� � CLAMP
� ,
�
;o ;
� ,
� ,
'o �
� ,
� �
UNUSED HOLE AT BOTTOM
BOTTOM UPRITE POST
DETAIL L
5. BACK—TO—BACK CONNECTORS
Back—to—back connectors are used to space back—to—back sections of Wide Span to allow beam
ad justment.
a. Set Uprite Posts into slots in connector on floor (Detail M). (When floor anchors are used, lower
back—to—back connector is not needed.)
b. Place one connector over tops of back—to—back posts (Detail N), after removing Top Caps.
DETAIL M
DETAIL N
BACK—TO—BACK CONNECTOR
.a
�U��� OMA A6 NEBRAS A D68110 �LZPCOA-746 � A42
�2015 LOZIER CORPORATION �$OO� ZZH-9H82 PAGE H OF � Z
INSTA��ATION INSTRUCTIONS
WIDE SPAN SHELVING
STEP 6: BEAM LOCKING:
Beam locking clips (WS1291) or locking hardware (WS9111) must be used in the
following applications:
— When beams are used singly, not as a beam pair with connecting shelf supports
— When hand stackers may be used to load and/or unload shelves
— When beam pairs will be used as tire racks
Locking clips must be oriented so that their tapered legs align with the tapered sides
of the shelf slots in the uprite post. The clips will not lock the beams unless they are
correctly oriented when installed.
Insert the beam locking clip into the portion of the uprite slot above the beam
connector hook, as shown in Detail B. Always install the clip in the slots shown.
WARNING: DO NOT INSTALL THE LOCKING CLIP IN THE SLOT WITH BOTTOM HOOK OR THE
TOP HALF SLOT OF THE UPRITE. THE CLIP WILL NOT LOCK THE BEAM IN THOSE SLOTS.
TAPER
0
° O BEAM LOCK
WSB_ o CLIP WS1291
�� (ITEM 11) � I I �
0
o � LOCKING CLIP SLOT IN POST
WSB_HD
0
o O
o °�
DETAIL P
DO NOT INSTALL
LOCKING CLIP
HERE
BEAM LOCK
CLIP WS1291
(ITEM 1 1)
EXTENSION
CONNECTOR CLAMP
DO NOT INSTALL
LOCKING CLIP
HERE
Position clip so taper of clips legs
matches taper of the slot in post.
5/16-18
HEX NUT
DO NOT INSTALL
A LOCKING CLIP
IN TOP SLOT
o O
o Q SECURE WITH
e o 5/16 BOLT
WSB_ AT TOP OF WSU_:
BEAM LOCKING HARDWARE
WS9111 (ITEM 17)
STEP 7:TIRE RACK ASSEMBLIES:
The tire rack is assembled from standard components by following instructions on
preceding pages. Use one shelf support near the center of each pair of beams to
prevent the beams from spreading.
WARNING: BEAM LOCKING CLIP MUST BE USED ON ALL TIRE RACK BEAMS TO
RESTRAIN BEAMS FROM BECOMING DISLODGED.
�
����� 6336 PERSHING DRIVE 01-60 REv. a4 q43
OMAHA, NEBRASKA 68110 LZPCOA-746 --
�2015 LOZIER CORPORATION (800) 228-9882 PAGE 9 OF 12
INSTA��ATION INSTRUCTIONS
WIDE SPAN SHELVING
POST IN CONSPICUOUS PLACE
WARNING: OVERLOADING, MISUSE, ABUSE OF THE WIDE SPAN SYSTEM CAN CONTRIBUTE TO COLLAPSE AND
PERSONAL INJURY!
PLEASE NOTE: Personnel must be provided with safe access to all elevations of storage equipment or
display fixtures via ladders, stairways, or other means in accordance with applicable OSHA
regulations. In NO case should anyone be allowed to climb or stand on storage or display
equipment.
A. LOADING AND CAPACITY LIMITATIONS
1. Uprite assembly - 10,000 pounds per uprite assembly moximum:
- Beams spaced not more than 48" vertically on center.
- Post anchored to floor if bottom of bottom beam is more than 6" from floor
2. Standard Duty Beams (Hand Loaded Only)
WARNING: THESE CAPACITIES ARE FOR EVENLY DISTRIBUTED LOADS. CONCENTRATED LOADS REDUCE THESE
CAPACITIES 50�.
a. Maximum evenly distributed static load capacities per shelf with shelf supports (WSSS) and 5/8"
thick particle board shelf (WSPB).
Widespan Shelf Capacity (Uniformly Distributed Load)
Section Section Width Number of Regular Duty Number of Heavy Duty
Depth (Beam Length) Shelf Supports with Shelf Supports with
Regular Duty Beams Heavy Duty Beams
2 3 4 2 3
48" 1,600 2,400 3,000 3,000
Up to 60" 1,600 2,400 2,400 ---- 3,000
36"D 72�� 1,600 2,000 2,400 ---- 3,000
84" 1,600 1,800 2,000 ---- 3,000
96" 1,600 1,600 1,600 ---- 3,000
48" 1,370 2,055 2,740 ---- 3,000
Up to 60" 1,370 2,055 2,400 ---- 3,000
42"D 72�� 1,370 2,000 2,200 ---- 3,000
84" 1,370 1,800 1,600 ---- 3,000
96" 1,370 1,600 1,600 ---- 3,000
48" 1,200 1,800 2,400 ---- 3,000
Up to 60" 1,200 1,800 2,400 ---- 3,000
48"D 72�� 1,200 1,800 2,000 ---- 3,000
84" 1,200 1,700 1,800 ---- 3,000
96" 1,200 1,600 1,600 ---- 3,000
b. Capacities per pair of beams (with the required number of shelf
supports (WSSS) to tie beams together) when load is placed
across beams with no shelf.
Length Capacity No. of Shelf Supports
(Std. Duty) Req. Per Pair of Beams
48�� 3,000 Ibs. 1
60" 2,500 Ibs. 1
72" 2,000 Ibs. 3
gg" 1,600 Ibs. 3
3
Standard Duty Beam
�
����� OMAHA, NEBRAS A D 6I81 10 �LZPCOA-746V � A44
�2015 LOZIER CORPORATION �800� Z2H-g$HZ PAGE � O OF � L
I NSTA��ATION I NSTRUCTIONS
WIDE SPAN SHELVING
3. Heavy Duty — Three (3) heavy duty shelf supports are required per pair of beams.
a. Hand Loaded: 3,000 pounds per pair of beams (all lengths) — evenly distributed load.
4;
WARNING: CONCENTRATED LOADS REDUCE THIS CAPACITY BY 5^%
b. Hand Stacker Loaded:
2— 1,000 pound pallets per pair of beams.
1— 1,500 pound pallet per pair of beams.
)uty Beam
WARNING: HAND STACKERS (WALKER STACKERS) ONLY ARE ALLOWABLE. RIDER LIFT TRUCKS OF ANY
TYPE ARE NOT ALLOWABLE.
— Beams must be heavy duty (WSB_HD)
— Beam locking clips are required on all aisle—side beams.
— Floor anchors are required on all aisle—side posts.
— Uprites (WSU_RE) with reinforcement members MUST be used.
— Pallets MUST sit on front and rear beams.
— Pallet sizes will be limited by the space between uprite posts,
required between pallets and between pallets and �osts.
Approximately 3" clearance is
Hand Stacker Forklift Truck
.-0.
����� OMAHA, NEBRAS A D 6I81 10 �LZPCOA-746 � A45
�2015 LOZIER CORPORATION �BOO� 2ZS-gSHZ PAGE � � OF � 2
INSTA��ATION INSTRUCTIONS
WIDE SPAN SHELVING
B. SAFETY PRECAUTIONS — In order to assure that the Wide Span Shelving is used in a safe manner,
the following safety precautions must be observed.
1. Racks MUST be installed strictly according to the manufacturers instructions.
2. Never overload the uprites or beams (See Section A on pages 10 and 1 1).
3. Be sure the shelving sections remain aligned.
4. When the height of the rack is more than 6 times the depth, floor anchors must be used.
5. Never use damaged parts. Damaged parts may cause shelving to be structurally unsafe or create
exposure to sharp or pointed edges. If parts were damaged in shipment, do not use and contact
your Lozier Customer Service Representative. If parts are damaged after shipment, discontinue use
immediately and order replacement parts.
6. Never alter, modify or otherwise structurally change the shelving or any of its component parts.
Modification or alteration may cause the shelving or component part to become structurally unsafe
resulting in tipping, collapse or other failure of the fixture.
7. If any shelf support or beam becomes partially or completely dislodged, it must be corrected
immediately.
8. Do not use the installed Wide Span Rack as a ladder, walkway, or work platform.
9. Do not lean tall or heavy items against shelving unless shelving is anchored to a suitable building
wall, to the floor, or is otherwise braced to prevent overturning. The weight and force of leaning
items on unanchored or unbraced shelving may cause the shelving to overturn or collapse.
10. Shelving (or racks) that are leaning or bending when loaded may indicate a dangerous overload or
impending collapse. Loads should be immediately reduced, and the cause for this condition should
be corrected, before reloading. Refer to appropiate installation instructions to assure shelving (or racks)
are properly assembled, replace any damaged components or parts, and do not exceed recommended
maximum loads or engage in any other unsafe use of the shelving (racks).
.a
����� OMA A6 NEBRAS A D 6I81 10 �ZPCOA-746V � A46
�2075 IOZIER CORPORATION �$OO� ZZS—gSBZ PAGE � Z OF � 2
APPENDIX B
TYPICAL COMPONENT
DESIGN CALCULATIONS
.1oB: 16279 DATE: 07/07/16 JOE P. HILL, P.E.
BY: Cp CH�: JPH CONSULTING STRUCTURAL ENGINEERING
1801 N. HAMPTON RD., SUITE 440
DESOTO, TX 75115-2399
972-283-5111 E-Mail:Joe@jphpe.com B�
Company :
Designer :
Job Number:
Section Properties: WS BEAM SECTION 16GA (0.061 ")
Section Information:
Material Type
Shape Type
Number of Shapes
Basic Properties:
Total Width
Total Height
Centroid, Xo
Centroid, Yo
X-Bar (Right)
X-Bar(Left)
Y-Bar(Top)
Y-Bar(Bot)
Max Thick
Equivalent Properties:
Area, Ax
Inertia, Ixx
Inertia, lyy
Inertia, ixy
Sx (Top)
Sx (Bot)
Sy (Left)
Sy (Right)
rx
ry
Plastic Zx
Plastic Zy
Torsional J
As-xx Def
As-yy Def
As-xx Stress
As-yy Stress
= General
= Arbitrary
= 5
= 1.689
= 3.250
_ -0.282
= 0.193
= 0.502
= 1.187
= 1.433
= 1.817
= 0.061
= 0.439
= 0.621
= 0.128
_ -0.069
= 0.433
= 0.342
= 0.108
= 0.255
= 1.190
= 0.540
= 0.459
= 0.202
= 0.001
= 1.000
= 1.000
= 1.000
= 1.000
in^2
in^4
in^4
in^4
in^3
in^3
in^3
in^3
in
in
in"3
in^3
in^4
Section Diagram
C:\RISA Section Files\WIDESPAN BEAM.nmsx
g2
Company :
Designer :
Job Number:
Section Properties: WS UPRITE 14GA (0.072")
Section Information:
Material Type
Shape Type
Number of Shapes
Basic Properties:
Total Width
Total Height
Centroid, Xo
Centroid, Yo
X-Bar (Right)
X-Bar(Left)
Y-Bar(Top)
Y-Bar (Bot)
Max Thick
Equivalent Properties:
Area, Ax
Inertia, Ixx
Ine�tia, lyy
Inertia, Ixy
Sx (Top)
Sx (Bot)
� Sy (Left)
Sy (Right)
�
ry
Plastic Zx
Plastic Zy
Torsional J
As-xx Def
As-yy Def
As-xx Stress
As-yy Stress
= General
= Arbitrary
= 2
= 1.625
= 1.750
= 1.176
= 0.446
= 0.878
= 0.747
= 0.875
= 0.875
= 1.625
= 0.372
= 0.202
= 0.133
_ -0.000
= 0.231
= 0.231
= 0.178
_ �0.151
= 0.738
= 0.597
= 0.265
= 0.200
= 0.001
= 1.000
= 1.000
= 1.000
= 1.000
in^2
in^4
in^4
in"4
in^3
in^3
in^3
in"3
in
in
in^3
in^3
in^4
Section Diagram
C:\RISA Section Files\WIDESPAN BEAM.nmsx
B3
Company :
Designer :
Job Number:
Section Properties: WS BRACINGS 20GA
Section Information:
Material Type
Shape Type
Number of Shapes
Basic Properties:
Total Width
Total Height
Centroid, Xo
Centroid, Yo
X-Bar (Right)
X-Bar(Left)
Y-Bar(Top)
Y-Bar (Bot)
Max Thick
Equivalent Properties:
Area, Ax
Inertia, Ixx
Inertia, lyy
Inertia, Ixy
Sx (Top)
Sx (Bot)
Sy (Left)
Sy (Right)
rx
ry
Plastic Zx
Plastic Zy
Torsional J
As-xx Def
As-yy Def
As-xx Stress
As-yy Stress
= General
= Arbitrary
= 2
= 0.750
= 1.342
= 2.804
= 0.557
= 0.375
= 0.375
= 0.671
= 0.671
= 0.033
= 0.115
= 0.024
= 0.010
= 0.000
= 0.035
= 0.035
= 0.027
= 0.027
= 0.453
= 0.298
= 0.046
= 0.032
= 0.000
= 1.000
= 1.000
= 1.000
= 1.000
in^2
in^4
in^4
in^4
in^3
in^3
in^3
in^3
in
in
in^3
in^3
in^4
Section Diagram
C:\RISA Section Files\WIDESPAN BEAM.nmsx
B4
Company :
Designer :
Job Number:
Section Properties: 19-shelf
Section Information:
Material Type
Shape Type
Number of Shapes
Basic Properties:
Total Width
Total Height
Centroid, Xo
Centroid, Yo
X-Bar (Right)
X-Bar(Left)
Y-Bar (Top)
Y-Bar(Bot)
Max Thick
Equivalent Properties:
Area, Ax
Inertia, Ixx
Inertia, lyy
Inertia, Ixy
Sx (Top)
Sx (Bot)
Sy (Left)
Sy (Right)
rx
ry
Plastic Zx
Plastic Zy
Torsional J
As-xx Def
As-yy Def
As-xx Stress
As-yy Stress
�
�
�
General
Arbitrary
3
19.170
1.400
9.646
1.226
9.553
9.618
0.208
1.192
0.030
0.864
0.115
29.272
-0.007
0.555
0.097
3.044
3.064
0.365
5.822
0.169
4.377
0.000
1.000
1.000
1.000
1.000
in^2
in^4
in^4
in^4
in^3
in^3
in"3
in^3
in
in
in^3
in^3
in^4
Y�
� tl.ilo
eeie I„ �$o
�_
-$��f-- - --- --- -- - --- i �- - - -�- - - - -- - --- ;;
�
i
�
Section Diagram
C:\RISA Section Files\GONDOLA-NEW.nmsx -
B5
Company :
Designer :
Job Number:
Section Properties: 22-shelf
Section Information:
Material Type = General
Shape Type = Arbitrary
Number of Shapes = 3
Basic Properties:
Total Width
Total Height
Centroid, Xo
Centroid, Yo
X-Bar (Right)
X-Bar(Left)
Y-Bar (Top)
Y-Bar (Bot)
Max Thick
Equivalent Properties:
Area, Ax
Inertia, Ixx
Inertia, lyy
Inertia, Ixy
Sx (Top)
Sx (Bot)
Sy (Left)
Sy (Right)
�
ry
Plastic Zx
Plastic Zy
Torsional J
As-xx Def
As-yy Def
As-xx Stress
As-yy Stress
= 22.169
= 1.400
= 11.098
= 1.242
= 11.116
= 11.054
= 0.190
= 1.210
= 0.030
= 0.959
= 0.119
= 43.174
= 0.008
= 0.627
= 0.099
= 3.906
= 3.884
= 0.353
= 6.710
= 0.172
= 5.600
= 0.000
= 1.000
= 1.000
= 1.000
= 1.000
in^2
in^4
in^4
in^4
in"3
in^3
in^3
in^3
in
in
in^3
in^3
in^4
Yt
_ a,n
i�ov i� +vii
> •
§�-^�-- - --- �---- - ------- ---- a
�
�
�
Section Diagram
C:\RISA Section Files\GONDOLA-NEW.nmsx -
B6
Company :
Designer :
Job Number:
Section Properties: GONDOLA UPRIGHT OPN
Section Information:
Material Type = General
. _ __ _ __ _ _-- - - -- --- __ -
Shape Type Arbitrary
_ _ -- -- _ _— _ -
Number of Shapes = 6
Basic Properties:
---_ _
Total Width 1.899 in
_ _ ___ _ --------- - _
Total Height 2.593 in
. . .._ _'.._. _.__. .._- __-- - ...__._ _ _ ____. __ ..
Centroid, Xo = 0.990 in
.__._ __._ . ......_._ .__.__ ______-
Centroid, Yo = 1.372 in
X-Bar (Right) = 0.950 in
X-Bar (Left) = 0.950 in
Y-Bar (Top) = 1.296 in
Y-Bar (Bot) = 1.297 in
Max Thick = 2.531 in
Equivalent Properties:
Area, Ax = 0.757 in^2
_._. _----- - --- _ - - —
Inertia, Ixx = 0.817 in"4
_ __ - --- - ----- __ _ ..__ _ _ --�--
Inertia, lyy 0.237 in 4
_ _ _ - -- ---- _—__ _ .----
Inertia, Ixy - 0.000 in^4
Sx (Top) = 0.630 in^3
_ __--- - - __ - _ __ _ _ _
Sx (Bot) = 0.630 in^3
_ -- ------ - -- - _ - _ _
Sy (Left) = 0.250 in^3
___ __ _ --- -___ -__ _.__ __
Sy (Right) 0250 in^3
. _ _----
rx = 1.039 in
__ _ _ _--- - -- __ ------- _ . _
ry = 0.560 in
_ . --- -- — __ _ _
Plastic Zx = 0.746 in^3
-- _ _— _ __ _ _
Plastic Zy = 0.406 in^3
_ . -- -- _ ___ _ _ _. _ _ _
Torsional J = 0.005 in^4
_ . --- _---- --- _.
As xx Def = 1.000
_ -- -_ _-- —__ _ _--- __
As-yy Def = 1.000
-- -- _ _ — ---___ _
As-xx Stress = 1.000
_ _--- __
As-yy Stress = 1.000
Y�
,_ . ,�, _
� o ceo o sse _._,�,�...
,�� . _...._ . ..I.� ....__ . _ .�I
Section Diagram
C:\RISA Section Files\GONDOLA-NEW.nmsx
g7
Company :
Designer :
Job Number:
Section Properties: HD GONDOLA UPRIGHT OPN
Section Information:
Material Type
Shape Type
Number of Shapes
Basic Properties:
Total Width
Total Height
Centroid, Xo
Centroid, Yo
X-Bar (Right)
X-Bar(Left)
Y-Bar(Top)
Y-Bar(Bot)
Max Thick
Equivalent Properties:
Area, Ax
Inertia, Ixx
Inertia, lyy
Inertia, Ixy
Sx (Top)
Sx (Bot)
Sy (Left)
Sy (Right)
rx
ry
Plastic Zx
Plastic Zy
Torsional J
As-xx Def
As-yy Def
As-�c Stress
As-yy Stress
= General
= Arbitrary
= 6
= 1.861
= 2.872
= 1.870
= 0.839
= 0.931
= 0.931
= 1.435
= 1.437
= 2.531
= 0.866
= 1.083
= 0.273
= 0.000
= 0.754
= 0.753
= 0.293
= 0.293
= 1.118
= 0.561
= 0.919
= 0.468
= 0.006
= 1.000
= 1.000
= 1.000
= 1.000
in^2
in^4
in^4
in^4
in^3
in^3
in^3
in^3
in
in
in^3
in^3
in^4
Section Diagram
C:\RISA Section Files\GONDOLA-NEW.nmsx -
B8
0
APPENDIX C
ANCHOR BOLT DESIGN
& ICC ESR-3027 REPORT
,loB: � g279 DATE: 07/07/16 JOE P. HILL, P.E.
BY: Cp CH�: JPH CONSULTING STRUCTURAL ENGINEERING
1801 N. HAMPTON RD., SUITE 440
DESOTO, TX 75115-2399
972-283-5111 E-Mail:Joe@jphpe.com C�
ANCHOR BOLT DESIGN FOR WIDE SPAN SHELVING:
MAX. MAX.
FRAME SHEAR UPLIFT
(LBS.) (LBS.)
E1 137 635
FACTORED LOADS
MAX.
SHEAR
(LBS.)
137
198
ANCHORS:
MAX.
UPLIFT
(LBS.)
635
915
USE TWO (2) 3/8" DIA. HILTI KWIK
HUS-EZ (KH-EZ) SCREW ANCHOR
WITH 2.5" MIN. NOMINAL
EMBEDMENT, CARBON STEEL,
INSTALLATION PER ESR-3027.
SEE NEXT PAGES FOR CALCS.
CZ
www.niiti.us Profis Anchor 2.6.5
Company: JOE P. HILL,P.E.,INC Page: 1
Specifier: CD Project: BURLINGTON
Address: 1801 N. HAMPTON ROAD, SUITE 440,DESOTO,TX Sub-Project I Pos. No.: WS
Phone I Fax: 972-283-5111 � 972-283-5113 Date: 7/8/2016
E-Mail:
Specifier's comments:
1 Input data
�
Anchor type and diameter: KWIK HUS-EZ (KH-EZ) 3/8 (21/2) �
Effective embedment depth: her,ea = 1.860 in., hnom = 2•500 III.
Material: Carbon Steel
Evaluation Service Report: ESR-3027 �
Issued I Valid: 12/1/2015 � 12/1/2017
Proof: Design method ACI 318-11 / Mech.
Stand-off installation: eb = 0.000 in. (no stand-of�; t= 0.108 in.
Anchor plate: Ix x ly x t= 2.250 in. x 4.250 in. x 0.108 in.; (Recommended plate thickness: not calculated
Profile: no profile
Base material:
Installation:
Reinforcement:
Seismic loads (cat. C, D, E, or F)
Geometry [in.] & Loading [Ib, in.lb]
cracked concrete, 2500, f� = 2500 psi; h= 4.000 in.
hammer drilled hole, Installation condition: Dry
tension: condition B, shear: condition B; no supplemental splitting reinforcement present
edge reinforcement: none or < No. 4 bar
Tension load: yes (D.3.3.4.3 (d))
Shear load: yes (D.3.3.5.3 (c))
y..
Input data and results must be checked for agreement with the existing wndi6ons and for plausibility! �']
PROFIS Anchor ( c) 200�2009 Hilti AG, FL-9494 Schaan Hilli is a registered Trademark of Hilti AG, Schaan J
www.hilti.us
Company: JOE P. HILL,P.E.,INC Page:
Specifier: CD Project:
Address: 1801 N. HAMPTON ROAD, SUITE 440,DESOTO,TX Sub-Project I Pos. No.:
Phone I Fax: 972-283-5111 � 972-283-5113 Date:
E-Mail:
2 Load case/Resulting anchor forces
Load case: Design loads
Anchor reactions [Ib]
Tension force: (+Tension, -Compression)
Anchor Tension force Shear force Shear force x Shear force y
1 519 99 99 0
2 519 99 99 0
max. concrete compressive strain: 0.06 [°/oo]
max. concrete compressive stress: 260 [psi]
resulting tension force in (x/y)=(0.125/0.000): 1039 [Ib]
resulting compression force in (x/y)=(1.051/0.000): 124 (Ib]
3 Tension load
Profis Anchor 2.6.5
2
BURLINGTON
WS
7/8/2016
Load N1e Ilb] Capacity �N„ [Ib] Utilization �= N„�/+N„ Status
Steel Strength` 519 6718 8 OK
Pullout Strength"
Concrete Breakout Strength'*
N/A
1039
* anchor having the highest loading "anchor group (anchors in tension)
3.1 Steel Strength
Nsa = ESR value refer to ICC-ES ESR-3027
� Nsa Z Nua ACI 318-11 TBble D.4.1.1
Variables
A58,N Iin.21 futa �PS��
0.09 120300
Calculations
Nsa I�b�
10335
N/A
1569
Results
Nsa ��b� �steet �nondud�ie � Nsa ��b� Nua ��b�
10335 0.650 1.000 6718 519
N/A N/A
67 OK
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 \�`'f
www.nilti.us
Company: JOE P. HILL,P.E.,INC Page:
Specifier: CD Project:
Address: 1801 N. HAMPTON ROAD, SUITE 440,DESOTO,TX Sub-Project I Pos. No.
Phone I Fax: 972-283-5111 � 972-283-5113 Date:
E-Mail:
3.2 Concrete Breakout Strength
Ncbg —(A o� �/ec,N Wed.N IVe.N WcP.N Nb
� N�9 2 Nua
AN� see ACI 318-11, Part D.5.2.1, Fig. RD.5.2.1(b)
z
ANco - 9 het
1
41e�,N �+ 2 eN) <_ 1.0
3 het/
y/ed.N = 0.7 + 0.3 � �a.min l � 1.0
1.5hef/
W�P,N = MAX �a=min 1.5he� � 1.0
� �ac � �ac �
Nb =kcaa�he'ts
ACI 318-11 Eq. (D-4)
ACI 318-11 Table D.4.1.1
ACI 318-11 Eq. (D-5)
ACI 318-11 Eq. (D-8)
ACI 318-11 Eq. (D-10)
ACI 318-11 Eq. (D-12)
ACI 318-11 Eq. (D-6)
Variables
het Ilfl.] e�,.N [in.1 e�z.N Iin.] Ca.min tlfl.l y1c N
1.860 0.000 0.000 � 1.000
�ac ��I1.� kc aa fc �ps��
2.920 17 1.000 2500
Profis Anchor 2.6.5
3
BURLINGTON
WS
7/8/2016
Calculations
^Nc lln.2J AN�o I�� ZI ylecl,N wec2,N �Ved,N WcP.N Nu I�bl
46.48 31.14 1.000 1.000 1.000 1.000 2156
Results
N�n9 I�bl �concrete �seismic �nondudiie � Ncbg LIb� N�a [�b]
3219 0.650 0.750 1.000 1569 1039
Input data and results must be checked for agreement with the existing conditions and far plausibility! n e
PROFIS Anchor ( c) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan �.�v
W1NW.f11�tI.US
Company: JOE P. HILL,P.E.,INC Page:
Specifier: CD Project:
Address: 1801 N. HAMPTON ROAD, SUITE 440,DESOTO,TX Sub-Project I Pos. No.:
Phone I Fax: 972-283-5111 � 972-283-5113 Date:
E-Mail:
4 Shear load
� III
Profis Anchor 2.6.5
4
BURLINGTON
WS
7/8/2016
Load V,,, [Ib] Capacity �V� [Ib] UtIIiZ8t1011 �y = V�a/+Vn Status
Steel Strength` 99 1867 6 OK
Steel failure (with lever arm)* N/A N/A N/A N/A
Pryout Strength'* 198 2253 9 OK
Concrete edge failure in direction `* N/A N/A N/A N/A
' anchor having the highest loading **anchor group (relevant anchors)
4.1 Steel Strength
VSe,eQ = ESR value refer to ICC-ES ESR-3027
� Vs,�i Z V�a ACI 318-11 Table D.4.1.1
Variables
Ase.v Un?I futa �PS��
0.09 120300
Calculations
Vsa ey [Ib]
3111
Results
Vsa,eq I�b� �steel �nondudile � Vse [�b] Vua [�b]
3111 0.600 1.000 1867 99
4.2 Pryout Strength
V�P9 — k�P L\/�NcO� Wec.N 1�ed.N y1c,N ylcp,N NbJ
� Vcpg Z Vua
AN� see ACI 318-11, Part D.5.2.1, Fig. RD.5.2.1(b)
z
��o = 9 her
1
we� N �+ 2 eN 5 1.0
_ � 3 hef
Wad,N = 0.7 + 0.3 ( Ca.min 1 c 1.0
1.5h8�/
t�/cp N= MAX �a=min 1.5het � 1.0
� Cac � Cac �
Nb = kc �a `�1C hef
AC1318-11 Eq.(D-41)
ACI 318-11 Table D.4.1.1
ACI 318-11 Eq. (D-5)
ACI 318-11 Eq. (D-8)
ACI 318-11 Eq. (D-10)
ACI 318-11 Eq. (D-12)
ACI 318-11 Eq. (D-6)
Variables
kcp hef �Ifl.� eci,N �Ifl.� ec2,N �III.� Ca.min �III.�
1 1.860 0.000 0.000 ^�
tVc,N Cac [Il1.] k� Ra fc �PS��
1.000 2.920 17 1.000 2500
Calculations
�� f �?1 AN�o I�n?l y�aci,N weo2 N yled N W�P.N Nn I�bl
46.48 31.14 1.000 1.000 1.000 1.000 2156
Results
V�P9 �II)� �concrete �seismic �nonduaile � V�Py �Ib� �/Ue [�b]
3219 0.700 1.000 1.000 2253 198
Input data and results must be checked for agreement with the existing conditions and for plausibility! /'�G
PROFIS Anchor ( c) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan �•� V
www.nilti.us
Company: JOE P. HILL,P.E.,INC Page:
Specifier: CD Project:
Address: 1801 N. HAMPTON ROAD, SUITE 440,DESOTO,TX Sub-Project I Pos. No.
Phone I Fax: 972-283-5111 � 972-283-5113 Date:
E-Mail:
5 Combined tension and shear loads
Profis Anchor 2.6.5
5
BURLINGTON
WS
7/8/2016
Rr, pv � Utilization RN v[%] Status
0.662 0.088 5/3 53 OK
Rr�v = (3� + (3v <= 1
6 Warnings
• Load re-distributions on the anchors due to elastic deformations of the anchor plate are not considered. The anchor plate is assumed to be
sufficiently stiff, in order not to be deformed when subjected to the loading! Input data and results must be checked for agreement with the
existing conditions and for plausibility!
• Condition A applies when supplementary reinforcement is used. The m factor is increased for non-steel Design Strengths except Pullout Strength
and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to
your local standard.
• Refer to the manufacturer's product literature for cleaning and installation instructions.
• Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard!
• An anchor design approach for structures assigned to Seismic Design Category C, D, E or F is given in ACI 318-11 Appendix D, Part D.3.3.4.3
(a) that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case, the
connection design (tension) shall satisTy the provisions of Part D.3.3.4.3 (b), Part D.3.3.4.3 (c), or Part D.3.3.4.3 (d). The connection design
(shear) shall satisfy the provisions of Part D.3.3.5.3 (a), Part D.3.3.5.3 (b), or Part D.3.3.5.3 (c).
• Part D.3.3.4.3 (b) / part D.3.3.5.3 (a) require the attachment the anchors are connecting to the structure be designed to undergo ductile yielding
at a load level corresponding to anchor forces no greater than the controlling design strength. Part D.3.3.4.3 (c) / part D.3.3.5.3 (b) waive the
ductility requirements and require the anchors to be designed for the maximum tension / shear that can be transmitted to the anchors by a
non-yielding attachment. Part D.3.3.4.3 (d) / part D.3.3.5.3 (c) waive the ductility requirements and require the design strength of the anchors to
equal or exceed the maximum tension / shear obtained from design load combinations that include E, with E increased by �o.
• Hilti post-installed anchors shall be installed in accordance with the Hilti Manufacturer's Printed Installation Instructions (MPII). Reference ACI
318-11, Part D.9.1
Fastening meets the design criteria!
Input data and results must be checked for agreement with the existing conditions and for plausibilityl /�+�
PROFIS Anchor ( c) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan t�
� � . �. ��
DIVlSIQN: 03 00 00--CONCRETE
SECT{ON: 0316 00--CONCRETf ANCHORS
�IVISION: 05 QO 00—METALS
SfCiION: 05 0519—POST-INSTAIED CONCR�7'E ANCHORS
�tEPORT HOI,DER:
HILTI, INC.
7Z50 DALLAS PARKWAY, SUITE 1000
PLANO, T€XAS ?5024
EVAU7ATfOAI SUQiEC7:
�iI�T! K1NIK HUS-EZ {KH-EZj AND KWIK HUS-EZ I{KH-EZ i) CAR80�U STEEL SCR�W
ANCHORS fOR USE !N CRACKED AND UNCR�CICED CC)NCR�TE
ICC ��� , ICC
���� ���� 1��
c PMG � IISTElJ
Look for the trusted marks af Conformity!
"2D24 Recipient of �restigiaus Western Siates Seismic Policy Council
(WSSPC} Award in Farcellence" A Subsidiary of
ICC ES Ei�ahration Reports are �ro11n be cons,trued as ,representing aesthetics or any other Qttrihu�es nai /� 1 "`"ri°'"'
spec�cally addressed, nor are lb�ey �o be Consd�ued as an endorseme�rt of the subject of the repor! ar a�� ��
i�ecomme»dat�on J'or its use. T?1e�•e is no wan•an�j� by ICC Evaluatror� Sen�ice, LLG exp�ess or inrp1ied, as �
to a�ry findrng or ot)ter matter i►� �hrs report, or rrs ta nny prdduct co>>ered �y fhe repo��, � � +�,..�r «�
Gopyrigh# � 2U151CC Evaluation Service, LLC All rights resenred. C$
ICCeES '�vafuaiEora Report ESR-3027
l2eissued December 2015
�'�is report is subject to renewa! December 2017,
vvww.icc-�s.orq �{SOOj 4�3-658i ;� (562) 699-0543 A Subsidiary of the Internafional Code Council�
D[VIStON: 03 00 OO�CONCRETE
Sectlon: 0316 '00--Concrete .Anchors
DN1510N: 05 00 00-METALS
8ection: OS 0519--�ost-lnstalled Concrete Anchors
REPORT ^HOI:DER:
#IILTE, INC..
''7254 DALLAS PA'RKWAY,'SUITE 900D
PL,ANO; t�XAS 75024
(80Q}879-8000 �
� www.us.hilt�.com
�'�Hi ItiTech Er�q Caaus.'h'itfi:com
EVALUA'TION SUBJECT:
HILTi KWIK HUS-EZ (K1#-EZj AI�D iKWIK �il�S-�Z'd.
{KH-EZ 1,) CARBOI�f STEEL SCREIM1iANCfiORS!�DR
USE fN CR;4CKED AND UNCRACKED CONCRfTE
1.0 EV/1LUiATiON SCOPE
'Compliance with the followi�g codes:.
• 2015,�7012,•2009, and 20061nfern8tional8uilding �Code�'
(IBC)
:■ 2015, 2012, 2009, and 2006 Irifemationa! Re'.srdential
Gode�:(fRC) �
� 201'3 Abu Dhatii'Infemati.ona1 Build�ng:Code (A'DIBC,)t
tThe ADIBC is based oii ll�e'2U091�G. 2009 IBC code atctions reteienced'In
. -
fhis mport arc fhe same sections in the ADIBd.
";Property evaluatedt
SWctufal.
2:0: �USES
The Hitti KIMK HUS-EZ (KH-EZ) screinr anchors are �ased to
resist static, wind and seismic .tension and shea� loads in
cracked and uncracked normai-we3ght and sa�d-lighiweigtit
cbncrete having a specified. strength, .1'�: of ;2;500 �si :to.
8;500' .psi (97.2 MPa to. 58.6 1WIPa); :and cracked and
uncracked normaFweight or sand-lightweight concrete aver
steel deck having a mi�imum :specified c:ompressive
strength, f�, of 3,000 psi (2D.7 MPa) iminimum •of 24 MPa is
reguired under.ADIBC Append'ix L, Section 5.1.1j:
The K1MK HUS-EZ !(KH-EZ I) screw anchors are used tb
resist static, wind and seismic;tension and shear loads onty
in cradted and uncradced -normal-weight and sand-
�lightweight wncrete having a specified strength, 'i'�, af
2;500 psi to 8,500 psi (97:2 MPa 'to 58:6 MPa); and cradced
and uncraciced normai-weight ar sand-lighiweighi .concrete
aver steel.deck havirig a minimum:specified coinpressive
'strength, .P�, of 3;000-�isi (20.7'MPa) [min'�mum of 2A MPa is
required u�der ADIBC Appendix I., Section 5.1 1].
7t�e :Hitti. KiMK HUS-E� (KH-EY) and KVYIK FlliS-E�Z I
(1CH-EZ i) screw ancho�s are an afternative to ancho�s
described �in Section '1901.3 of 3he 2015 IBC, Sectioms 1908
and 1809 of the 2012 IBC, Sections 1911 'and 1912 of the
2009 :and 20q6.IBC. The anchors may also be used where
ara engineered. design is submitted in accordance with
5ection R301.1;3 of the �IRC..
3:0 'QESC'RIPTION
3.1 KIMK NUS,EZ (KH-EZ):
Hilti KWIK HUS=EZ ;(KM-EZj anct►ors are comprised of a
body with hex washe�'head.:'fhe anchor is manutaet►�red
#rom carbon steel -and ,is ;heat=treated.. tf �as a minimum
0:0003-inch-thick ;�8 Ntnj .z'inc. coating in accflrdance with
OIN EN IS0 4Q42: 'The anchoring system is available in a
va�iety of lengths,. with nominal diamefers of 'Ja '•inch,
3I8 "IhCFd, �/2 IIiCFI,.`5/a inct� and '�1a, inch: A typical }CIMK
fil9S-EZ (ICIi-�EZ) tis illustrated in �igure 2.
The taex head `is .larger'than the diameter of the ar�chor
�and ss iormed with ser�ations on ihe underside. The aiachor
body is forrned witfi threads:running most of the leng'th of
the anchor body. The anchor:is installed in a predrilled hole
with a;powered '+mpaci wFench or °torque wrench. The
-anchor 3hr+eads cut"into the concrete on the sides. of the `hole
. , .
and ,interlock with the base matenal during ins�allation.
`3.2 K1MK HUS-EZ 1;(KH-� il):
The •KIMK HUS=EZ I(KH-EZ:I) anchors aie comprised of a
:body -with. a long intemally ihreaded ('la,inch o� 3/8. inch
`intemal th�ead) �hex w8shei head: The ancho� is
manufactured frorri'carbon steel and is tieat-treated: It.has a
�minimum U.0003=inch=thick.:(8 ,;Niti) .zinc coafing in
accordance with pIN EN �S0.:4042: 'The anchoring system
,is available in two lengths and a nominal diameter of
'ta'inch. A typical:K1MK hiUS�Z I{KH-�Z I) is'illust�ated in
�Figure 3.
The oVer-s'ized hex head is larger than the diameter of the
anchor and ;is formed with serrabons on ihe unde�side. The
snchor body is formed with ,tFaraads .cunning most .of the
�length...of the a�achor- �boify: The anchor is ins'talled 'in a'
,;predrilled hole with a�powered ;impact wrench or ;torque
wrench direcily 3o fhe supporting, 'member surhace. The
anchor threads cut inio the concrete on the sides ofithe hole
°and ir�terlock with the base maferial duri�g installation.
Shear design vslues in this fepoif'for the K1MK HUS EZ I
{�CM-E,Z.1) are for threaded inseris witta f,; equal to:or greater
�lian 125 Iksi. �or use'with inseRs with .F„ �ess dhan 125.icsi,
lCGES EimluDiton Rej�orxs vie not ro b@'eonstruirl ns n�senri�g iicsthrttc,s or nny oihtr ortrib+itts ncfaptelficnlfy addr¢siPd nor dre rhey to be rbnstrueif ' �
as an endorsr�ntnf pfthr 3ubJecY Oftht��Yr.porl or n-r�rOmm�ndallon jor tLt �ae Thrrc�la rro i±nrrttnp�.bti 1CG E�mliurrion Servlce LLC. �c�press a• impl�ed ar �
to d'ey;pna'frtg oPo�hrr mauer in this report, aras fo an�� produel co�rred.'bv rhe.r�rt., ����
Gopynght O`.20151CG Evaluation Service; LLC: .AB righfs-►eserved.. Pago 1 oi 14
C9
ESFi•3Q27 J Most �deJy Accepted end Trusted Page 2 of 14
the shear values are multiplied by ¢he ratio of 'F„ of insert
antl 125 ksi.
3:3 Concrete:
Normal-weight and sand-lightweight concrete must conform
fo Sectiori"s 1903 and 1905 of #he IBC.
3.4 Stee'I Deck Ranels:
Steel deck panels ;mu"st comply with the confgucations in
Figu�e 5 and have e minimum base steel thickness of
0.035 .inch ;{p.889 mm). :SteeF .must •comply wiih ASTM
A653fA653M.. SS Grade 33 and have a-minimum yaeid
strer�gth of 33,000 ps`i (228 MPa).
,.4:0 'DESIGN l4ND INSTALI.ATION
;4.1 5tre�igth Design:
� 9;a �General:.Qesign.�strength:of anchors complying with
`the 2015 IBC, as:well as Section R301.1,3 of the 2035 I�C
�must 6e;'deteimined in accordance with ACf '318-i4 Ghapter
17 and this report.:
�Design st�ngih,of anchors complyir�g with tt�e' 2U12 19C
�as well ss Sec6on R30'1 a.3 of the 2012. :IRC must be
'determined in accordance witti ACl �318-11 ��ppendix D arid
:ttiis report:
Design sirength �of anc'hors complying with the 2009 IBC
and Section R301 1.3'of the '2U09 IRC musi be :detem�ined
in accordance`with ,lcC) 31�8-08 Appendix D and ihis repo�t.
Design stre�gth of anchors complylr�g with the 2006 fBC
and 20Q6 IRC must be: iir� :accordance with ACI -3�8-05'
Appentlix D and Utis reporL
Design parametecs, provided,in Table:2 ,through Table 7, of
this �eport aTe based :on xhe 3095' IBG (AC! 31&i4) and
:2092 -IBC (AGI 31&11) unless ,noteiJ otherwise ir� Sections
=4'1:1 through�a.1:32.
ihe stn'ength design :of an.chois �musf comp'ly v✓ith AC{
31&14;•17.3:7 orACl 318-11 �.4.1, as applicable, except'ss,
required in AC� �318-14 17:2.3 or ACI `39&1 ti.D'.3.3, as
;applicable . �SUength reduction,'facto�s; �, as :given in A�1
�31&14 17:3.3 or .ACI 338=11 D:4.3, as ,applicable, and
;nated in Tables 3'.and 4 of:this �epo�t, must be used for7oad
�combinations ;catc�i'fated in accoMance wittt ,Section 1605,2
�of the IBG and Secdon�5:3 of ACI,`398=i4 or Section :9:2 of
,ACI'31&97, as applicable. StrengtFi reducfion factors, �; as
given in A'CI �31&11 D�4:4 must, be ;used ;for load
combinations calculated 'in � accordance ��with A�'1 318-11
�Appendix<C.,
ihe`value�of f�.used in the calc�alations:must;be limited to•
a maximum of 8;OQp psi {55.2 MPa),�in ar,cordance with ACI
`31&�i4. 17:2.7 or ACI 3i8-11 ID.3.7, �as ;spplicabte. ,An.
example calculation. �in ac�orHance iivifh the.2015 and 2012
fBC is proyided :in Figure 6.
'4.1.� �tequiremen4s for �tatic .Steel Strength in
fiension, N�:'The nominal static :sfeel strength, N�, �of a'
single anchor in �ension calculated in accordance with ACI.
,318-14 1Z4.1.2:,o'r ACI 31�i1 D.5:1:2, as .applicable, is
grven.`in Taple 3 of this teport. .5trength reduction, facto�s,q,
corresponding to''br�ttle steel elemenEs mus4lse used:
4.1.3 Requlrement8 :for Static Conorete Breakout
Sh+ength in 7ension, N,� o'r.. N��t The nominal concrete.
breakout strength'of a single anchor or a group'of anchors
in.tension, N� and N�,,res.pective'ly, �must be calculated'�n
'accordance with ACI 318=;14 .`I7.4:2 or ACI 318-11 0:5.2, a5
applicabie, wifh rnodifications as described in this section.
The' basic concrete breakout .suength of a single anchor `in
ten"si�n; Nb. must be"cafculated �n eccordance with 'AC# 39'8-
14 17,A:2.2 or AGI•318-1/ D53.'2, as-applicabte; using fiie
:values of. �ie, snd �k� as rgiven in �ables 3;and .7 of. th'is
repor�. The nominal �;oncrete breakoutstrength in tension in
�egions where analysis �ndicates no cracking in accorrlance
with ACf 3'18-a4 'l7:4:2.6 or •ACI 31'8-'11 :D.5.2:6, as
applicable„ must be r.�fculated wiEh the valae of k,,,,� as
given in Tabie 3 and virith,�y,v 1:0.
�or anchors installed in the lower �or upper flute of 3he
soffit of :sand-li.ghtweight ;or normal-weight concrete-filled
steel deck floor and. roof assemblies, as s'howm,.in Figure 5,
calcutatioro of the concrete �reakout sfrength in a'ccordance
with ACI 318&14 17A.2 or ACl 3a8-11 D.5.2, as app9icable,
is nof�requited.
4.1:d _ Requirements for . Static Pultouf Strength in
Tansion; Np: 'fhe r�ominal :pulfout strength of a single
anchor �in accordance with AC1318-1417.4:3.1 and 17:4.3.2
or AGI'3i&i i D.5:3.1 and D.5.3.2, as applicable, in cracked
and �uricradced concrete, ,Np,�,, and Np;,,,,�, respectively, is
given in T.able '3. In lieu of ACI 318-14 17:4.3:6 ar ACI .318-
� 1 D:5:3.6, as applicable, wu� _�:0 fior a11 design ca5es.11n
accoManoe rvith ACI 318-14 17.a.3 or_ACi 318=11 D.5.3� as
applicable, the •nomir�al p�tllout strength nn cracked concrete
may be adjusted •accortliqg to Eq.=1:
!11 , � � /�1 l� "
.rf� ns,.�z,sou� {Ib, psi) (Eq-1j
�p;J� ��Nn,n- lz�zln ��1, MPe)
where'f� is tFie specified.conc�ete compressive strength and
n:is the '.factor defining ,the' influence of concrete
�ompressive strengtY� � on the pullout str�ength. For fhe
�7e-inch�iameter anchor �at 15/e inches mm�inal embedment
in cracked concrete, n'is 0.3.,For all other cases; n is U:S:
in +regions wher�e 'analysis : indicates �no crackir�g in
accor�danoe with .AC) 31&14' i7.4`3:6 :o� �ACI 318=11
D,�.3,6, as applicable; the nominai ,putlout strengfh 'in.
tension may tie adjusted according to Eg 2:.
Nn.f� =:Ny,,,�� (' r , �c �Ib psil ��q-2.)
lxSoo�,
�,�
'IVy;f� _.Nn�vner l��.z� �N, MPaj
�where i'�'d"s the s`pecifled 'concrete compressive s�rength and
n�s the fector d'efining the influenoe of concfete
compressive ::strength :on the ;pullout sfrength. For the
�/c-inch-diame'ter anchor at a nominal embedment of
1�fe 6nches in uncFa�ed ��nctete, n�s fl.3. For'all other
cases, ,n'is 0.°5.
VNhere'values fior Np,drOf Np,,,,,n are not proVided in Table 3
of 'this report; the �ullout �strength in tension need not .be,
�cflnsidered:
The nominat pulfout: strength in tenSion .of the anchors
;ir�stalled i� the soffit of sand-lightweight or normal-weight
¢oncrete filled �steef :dedc floor and roof assemblies, as
sfiown 'in �igure 5, 'is provided in 'Table 5.for 'K1NIK
FIUS=E2 and Tabte 6,for K1MK FiUS-'E2 I. In accordance
with ACI 31&14 iZ4.3:2 or' ACI..31&11 D.53.2, .as
applicable, the nominal puflout strengtti in cracked concrefe
must be ca{culated aceording to �Eq-1, wtiereby ihe value af
Np;o�w�,o must 'tie substituted for �IP,�, and tt�e value of
3,000 psi {20.7 MPa) =must be subsfituted for the value of
2;500 psi (17.2.MP,a) in 3he denominator. 'fn regions where.
analysis indieates no crackin,g in accordancg with ACI `31&
94 17.4,3.6 or A'CI 318-11 5.3:6, aS applicable„ the nominal
'strength in uncradced concrete :must be cafculated
according to ;Eq-2, whereby the.value of NP,�,,,,,,� �nust be
substituted for 1Vp,�;,�, and the value •of 3,000 psi r(20.7 MPa)
'mu�t be �substituted �for the'ya9ue of 2;500 psi (1�7;2.MPa) in.
the denominatar: �
a.1.6 Requlrements foc Stattc ; Steei 5hear � Capacity.,
V�: The morninal steel strength in shear, V�, �of a single:
;anchor �in,ac�orrlance with.AC131Fi-14 17.5:9.2 or AC1 33& C� O
ESR-30�7 I Mos1 Widely:Accepied and Trusted Page. 3 of 94.
'I'1 D:6:1.2, as applicable rs given in Table 4 ofi this report
and must be usetl'�n lieu of tlie values derived by.cafculation
#rom ACf .318=14 Eq. 97.5.1,2b or AC� 31&11 �q. D-29, as
applicable, The strength feduction f8ctor,� correspontling to.
.britde steel eiemenis must :be used. The nomihal shear
<shength V�,�; of:anchors installed in:;he:soffit oi�sand-
lightweight or norinal�weight concrele filled steel deck floor
�and roof assemblies, as sMown in Figure �, is given'�n �able
5 for K1MK HUS-EZ and 7able S, for KVUIK HUS-EZ I; SheaP
values. fo� �K1MK HUS-EZ I�(K�H-EZ 1) .are for threaded
inserts' anth 'Fu �z 125 ksi. `I�or use with inserts with �„ iess
than 725 ksi,:#he shea� values are;muftiplied by the r�tio of
F„ of inse�t and 125`ksi:
4:1;$ Requirements for Statia Concrete �reakout
Sfrength in :Shear; 1/ b flc V�,yy: The nominal concrete
bieakout strength of a single' anchor or group .of anctiors 'ir�
shear V� or V�, respecEi�ely, must be �calcul8ted �n
;accardance with AC� 318=14'�7:5.2 or ACI 318.'J1 D:6.2, as
°appficable., with. modifications as ,desccibed in 'fhis section.
`The basic concrete breakout,strength in •stiear, Vb; rriust be.
�calculated in taccordence with i4C�.318-14 17.5.2,2 or ACI
:3'18-1'i D.6.2:2, as appficable, "using the �values �of :�, and :d8
{doj given in Tabte 4.
For anchors: installe8 :in #he tower ot upper flute, of the
soffit of santi :ligFihveight or norrrial-weig'ht ooAcrete=filled
steel deck :floor;and roof assemblies, as.shown in Figure 5,
calculation of the concrete. breakout strength in �accordance
Gvifh ACl 31&14 17;5.2 or ACl 318-11 '�.6'2 is nof required..
4.1.7 Requi►ements for .Static., Concrete �Pryout
<Strength in �Shear, �V�, or V�„�: The <nominal cflncrete�
;pryout strength of,a singie anchor ior group'of•anchors,� V�;
or V�, respectivefy, must .be calculated ;in'accordance with
:ACI 31&14 17.5:3 or ACI ;31&'7'� p:6 3; as�8pplicable using
3he coefficient fbr pryout:strength, '.km provided :iri;�abEe ;�•
and the va9ue of N�, o� N� as calculateii in `Section•4.1,3 of'
'this report. � _ _.. .. __
For anchors installed in the �,iower or up�ier 'flufe "af: the
;soffit of .sand-ligfitweight or no�nal weigfit concrete-filled.
;steel dec4c floor:and �oof asse�ibfies, as'•shown:in ��igure 5;-.
;calculation of the :concrete pryout: sU�ength in ,,accordaroce
iNith ACI 318-1417:5.3 0� AG1318=11 D.6:3 is not "required: •
4.�;8 Regufrements f"or Seismic Design:
d.7:8.1 General; For loatl .cotiabinations 'including :seismic;
ttie design must tie 'in accordance with ACI 318=14,a7.2.3 or
AG9 ,318-91 �.3.3; as:appficable..Modi6cations to,ACl�318&
`14: �7.2,3 shall be applied under �Section 1905.1:8 or� the
20]5 �'IBG: For'the 2012 1BC, Section i905;1:9�:sfiatl be
omitted. Mod�fiCations fo AC� 31$ �(-08, �-05) :D 3:3 shall be.
applietl under' Section 1908.1.9 of the 2009. IBC, or'Section
1908.1:16 ofthe 2006 IBC,�as applicable.
The ;anchors comply .v�iith :ACI 31&14 -2.3 or ACi 348-19.
D;1, as appticable, as brittle steel elements and must be
designed 'in 'accordan'ce with ACI 318.-14 17:2:3 4 ot
i 7:2 3 5, AC1318-� 9 D.3.3.4 ar D.3,3 5; ACI 31$-08 D 3_3.5
or D.'3;3.6;' or ACI 318-05 �D.3.3.5, as applicabte.
�4.1.8.2 �Seismie Tension: The no..minal steel:strength and
noriminal concrete 'breaKout strength, #or anchors in tension
must be calculated.in accorda�ace with ACI 398=�4 �,7:4:1
and 17.4.2 or ACI 318=11 D.�.1 and �.5.2, respectiVel,y, as
app1icable, as des�ri6ed :in Sectio»s 4.1:2'and 4.1,3 oi this
.rePort. In accordancQ with.ACl 318-1d 17:4:3.2 or ACI 31&
a 7 D.5.3.2; as applii�ble, ihe appropnafe value''for;pullout
strength ;in tension 'for seismic loads; NP�.:o'r ;N���;Q
described'in i'ables,3 and 5 for KWIK HUS-EZ;•respective1y;
and in Tables`"3.and ;6, fo.r K1MK HUS-�Z l,. respectively;
rhust be used +n lieu of Np. NpeQ or Np�;a:may be adjusted
.'by` �calcu'lations for ,concrete compcessiJe shength�� an
accord8nce witti �q-1 of this �eport_ in addition foT concrete=
'filled steel deck floor. and toof asse�blies the value of
3,000 psi {20.7'iMPa) must be substituted tor the vafue of
2,500 psi (17.2 MP.a) �in the. denominator. Where values for
Np,� are not provided in Table 3 of this report, the .�pullout
strength in iension for seisrr�ic�lqads need not be eValuated.
4.9:8.3 Selsmic 'Shear:'The nominal concrete brea'kout
sUeng'th and pryout.sirength in shear.must be calculated in
accordance.witt� ACf 31&:94 17'S.2 and ��7.5.3 orACl 33&:
19 D:6.2 and D:6.3, ,.respectively, as appficable,. ;�as
:descnbed in Sec�ions �,1,:6. and 4:1:7 of this report. ..fn
accordance with ACi 318-�4 1 i:5..1:2: or AC1318-11. D.8:1:2,
as applicab1e,,. the �appropnate value far �ominal steel
;strength fpr Seismic lloads; �!�;� : or 'V�,da�,�� �describ�d in
'fables' 4 and 5#or KW1K IiUS-EZ, respectively; and in
'fables 4 a�d 6.for KIMK HUS-EZ I, :respec6vely, �must be
used ir� lieu o%'V�, �
4.1:9 .Requiremenls fo� In`teraction . of Tensfle .and
,�liear Fn�es: For anchors'or groups of anchors thaf are
subject to the effects ;at cflmbined tensile and shear forces,
tFie design must be;deteimined in accordarace with ACI 318-
14 i,7.6 or ACl 31&19 D;7,:as appGcabie:
d 1:10 Requirements for Minimum Membet Thickness,,
Minlmum.Anchor Spacing and Minlmum I�dge Distance:
In lieu ofAGI 3�&14 1�.7.� and 17.7:3 orACl �316&9i Ds8.i
and D.8.3; as �applicable; values of s;�„ and c,�;,,.
�respectively, as give'n in Table 2 of this report must�be used.
In` lieu �of ACI 318-94 '17:7:5. or 'ACl :318-11 D.8;�; as
applicable, mimmuin �inember thicknesses; hm„ as ,giVen in
Table 2 musf be used. Add'itional.combinations �C+r minimum
�edge distance, c„�;,,�:and ininimurri spacing distance, s,�;,,
�nay be derived by �linear interpotation 'between the .given
•tioundary values as defined in iabte 2 of ttiis report.
'For ancho�s ►rasfa'tled ;ihrough `ttie sofifit .of steel deck
:assemblies, fhe anchors must be installed in accordance
�with 1Figure 5 and shall have. an axial.spacing along;the flufe:
�egua) to the,gteater of 3hei or 1.5 times the flute width,
F.or J�-1r1CFi 8Tld s/�i�OCh °.#CWIK H115=�Z�(ICF#-EZ� ari611or5
insfaUed on' the top of steel deck' -assembfies, .values .'of
ce�;w�,,o�, s,�,;,�,�; and c,�,,,ae�xiop, as given'in 7able 7 of
`this repoRt»ust;be usecl, � �
4.1:1'1 �Requirements fo'r'.C�itical �dge: ;Distance, c,�: ,In
applicaUons where c•< cec and supplemental reinforcement.
to oontrol,. splitting of ,the conc'refe `�is not; present, :the
coricrete breakout . strengt#i i� tensibn for uncracked
•concrete, calcufated in aocordance with,ACl.318-14 17.4.2
or .ACI 31&11 D.5:2, :as .applicable, must be farther
°�u�iplied by the 'factor ��,,u as 'given by
;Eq=3:
c.
��P.N= �� ��Q'��
viiFiere the ;factor w�,N need �not �be taken as leSs ihan
�.5��. �or a11 other cases: 4��,,N 1:0. In lieu �of using ACi,
,�� � -
31&14 17.7:6 or ACI 3a&11 D.8,6, as applicable, yalues of
c� m'ust �mplyw+th Tabfes 3 and 7.
4.1.12' Sand-lightweight. Concrete: For ACI 318-.14 (20'15
j�BC), ACI 318-11 {2Di2 IBC) and' ACI 318-08 (2009 IBC),
when;anchors'ate :used in sand-liglitweight concrete; the
modification :factor for concrefe breakout, �, :or l�,
re'spectively, must be iaken as 0.6 . in Iie .0 � of ,ACI :318=� 4
17.2.6 {2095..IBC), ACI'3a8-�i D<3.6 (2012 �IBC),or,ACl,318-
8 f3:3.4;(20U9 IBCj...ln addition, the pullout strength �Jn;,;,;�,
'Np,p, and Np,eQ must be multiplied by 0;6; as appYic86fe.
.For ACI 318-05 (2006 IBCj., ihe yalues `N�, r1lp��p, Np,�;..
Npeq, and i%b deterinined in;acoordaric� with �Fiis.re,port rriust'
be',mutGplied by.0.60; in Iieu.ofACl 318-05 D:3,4: C,� ,�
ESR-302? �'Most �delyAccepte.d and ,Trus�ed Pragefi of 74
Fo� anchors in"stalled an the lower or.upper flute of the
soffit .of sand-lighfi�reight cancrete-filled steel deck and fioor
and. roof assemblles, this �reduction is not requiretl.
d.2 Allowa'ble Stress Design (ASD):
4:2.1 ,General: design Vaiues for use wifh aYlowable st�ess
design load, :combinations calculafed in acc4rdan�. with
�Se�tion 1605.3 of the�;�BC ,inust be established �ising the
follovinng equations:
Tanowaw�'ASD - �° (E4�)
���
j/811oir8ble.ASD — �a. (�a-5�.
where:
reno„�,�,aso = �A'llowable tension load {db, Nj
V�irowaweAso = A�lowap'le shear load. ��b, N)
�,IJ,; = Lowest design strength of an anchor �or
anctaor group in tension�as deteRnined in.
aocordance wiih ACI 3'18-1a Chapter 17
�and 2015 IBC Section 1905.1:8, ACl 31$-
1�1 Appendix �; ACi 318=08,Appendix D.
•and 2009 IBC Section �908.1:9, ACI 318-
• 05 Appendix 'D and 2006. (�G Section
1908.1:16, and Section A:1 of ,ttiis report,
`as applicabte.
�V;, =:Lowest design strength of :an anchor� or.
anchor group: in stiear:as determined �in
accordance with ACI 3'f8-14 Chapter 17
�and 2015 :IBC Section'1905.1:8, ACI 318=
11 Appendix D, ACi `31'8=08 Appendix .D
and 2009'IBC Section '�908:1.9, AC1 '3i8=
05 and 2006 iIBC Section 1908.1.16, anif
Section 4.�1;of�this report; as applicable.
a = Convetsion factor calculated as :a.
weighted average of the load factoi� fo�
the ,controfling load. combination. In..
.aiidition., a must include ;alt applicable
� iactois •to accounf fo� :nonductile failu're
modes and required over-strength.
�mits on etlge distance; anchor spacing arid member'
thickne"ss as given in'Table 2 of this report must apply.:An
eXampfe of Allowable Stress Design #ension values'is ,giVen
in Tab'le 8 and �Figu�e 6. �
�d.2.2 1nteraction of Tensile •and_ Shear. Forcesc �The
��nteraction:must !�e calculated and consisterot with'ACI 3i&
1417:6 or ACI 318 (-11, -08, -05j D.7,.as follows:.
Fo� shear loads VBpp�;ed � 0.21�enowable�lSD� the full',�Ilowable
loatl in tension Tari�wa,ASD Sf18II b2 pBRitlrt@d.
For tension loads �ep�r�a �.0.2T�c,;,�we;nsr,, ,the fu11 allowable
qoad in';sliear Ver�,��,e�+so sfia11 be ;�ermitied.
For ell other cases:
_tstHN%ed__;{. 'VeADlied <:"i:2 (Eq-S)`
.TaQowedareSn Vaoo»�as,Asti
4:3 lnsfallatlon:
insta'ilation parameters are provided in Tabtes 1, 2 and 7'
and F'igurss �; 4A, 48 and 5. Anchor looation"s must corr�ply
with this teport and plaras a"nd speafica�ons approved by
the code. official: The !Hilti 1NVIK 41US-EZ (KH-�Zj and
iCW1K MUS-F3 1(KH-EZ �I,) must be installed in':acoordance:
wifh the manufac#urer's published instruc�#ions, and this
report:' In case. of conflict; fhis repor� govemS. A'richois
�must be:.installeil.in holes drilled into concrete•perpendicular
"fo #he ,surfare� using carbide=2ipped masbnry iJrill bits'
;comprying ;v�nth ANSI 8212.15-1994 :'The. nominal diill_ bit
diameter musf be equal to 3h�t of th� anchor. 7Me minimum
�dritled hole. depth is given 'in Table 2. .Prior to insiallation;
dust and,debris must be removed irom the drulled hole using
�a `hand. pump, compres$ed air or a vacuum. The anclio�
�must be ins'talled into the prednlled hole using a powered
impact virrench or installed wifh a torqwe wirench until
the proper nominal embedmeM depth is obtained. The
maximum dmpact wrench torq�fe, T�„�a,,,�„ and rraaximum
instaltation torque, T'�„�,� 'for ihe 'manual torque wtench
:must ;be �in ,ac�ordance with Tab1e 2. The K1MK H115-EZ
(K�FII=F2) and KWIK HIJS-�Z I{KH-EZ I} may. be loosened
by a �m8ximum of one 1um and �etig'htened'with a torque
wrench or powered impact Vvrench to facilitate fixture
attachmen't or realignmer►t. Complete removal and
reinstalla'Gon of3he .anchor is not allowed:
�For 'installabora in the soffit of concrete on steel deck
assemblies, the hofe diameier in the sfeel de�lc must not
exceed the diameter of the hole in the :coracrete by more 3Me
'./e inch {3:2 mm): For inember t�aickness antl edge distance
restrictions for mstallations into the soffit of conc�ete o�
steel deck assemblies, see Figure 5. �
For .installatio'n of. �/winch� and 3Le-inch K11VIK �US-EZ
"(k�i=EZ) anchors an �the `top of steel d�ck �assemb1ies, see
�7abte 7 fo� instailafion setting infirrnation.
�4A S�recial:lnspection:
Pe►iodic speciai �nspectiori is �requi�ed, in aoco�ance wifh
Section '1705 1.1 :ar�d Tabfe 1705,3 of #he 2015 (BC and
2012 IBC; 'Section 9704:15 of the 2009.116C; or Section
`17�4.13 �of: �he 20p6 IBC,, as ap,plicable. The s�cial
inspector musf be on the site: periodically during anchor
instailation'to •verify anchor type; �anchor dihiensions, ��hole
dimensions, conc�ete type, concrete compre5sive stre�agth;
dnll ,bit .typ� anil size, hole, dimensions, tiole cleaning
proced�res, `ar�chor spacing(s),,'edge�distanoe(s), concre4e
member. ihiGcness, anchor,embedr�ent, installation to�ue,
�mpact vdrench poweraad adherence.to the manufacturer''s
�printed in�tallation ins.truc6ons ��nd .the •cond�Uons qf�this
repo�t {in 'case of conflict, ttiis report gove�ns): The special
�inspector ,rriust be, -p�esent as often as required 'in
accordance'witt� �the °stafement of speoia'I ir�spection."
Clnder the'. 98C, � additional �requirements as s.et. forth in
,SecEions '1705; 1706 and 1707 must be observed, wh�re
�applicabte.: . .
5 0: �;CONDITlONS OF USE
Tiie Him, '1QMK HUS-EZ (#CH EZ) and iC1NIK :HUS-EZ ;I
{�CH-EZ 9} conc�et'e anchors .described in :this_ repon are
suitable alternatives #o what is specified in, �hose codes
listed in Section 1:0 of this report; subJect to ttie folloinring
:conditions:
�5.1 'The :anchors must be installetl in .accordance with the
manuTaciuret's pubtislaed installation insWctions and
ftiis .report. In case of conflict, this report govems:
5:2 Anchor sizes, :dimensions, �and minimum :embedment
depths are as set forth in tMis report.
5.3 Anchois must be. insiatled in accordanoe w'ith Section
d.3 of �this report in unctackecl ,or cracked raorrnai-
•welghf conc�ete and sand-lightweight concrebe Fiaving
a�specified compressive �strength, ''f`c, of 2,500. psi to
8,500:psi (17.2 MPe to 58.6 M�a) [minimum of 24 MPa
is required :under ADIBC Appendix L, Sec6on 5:1.1],
'and �cxadced :arid� u�c�acked riormat=weight or sanrl-
lightweight _-concrete over. metal deck' . having, a
minimum specified.:ccmpte§sive strer�gth P�, of 3,�Q0
psi {20.7 MPaj (minimur�a of 24 MPa ;is required under
ADIBG.Appendix�L•, 5ection 5.9.1].
5A„ T�►e value of �'�'used for calcufation purposes �iust no4
exceed $;000 p'si {55.2 MPa)r
C12
ESR-3�2i � Most �dely Accepted and Tiusted Page 5 oi 14
5.5 Strength design values must be established in
accordance with Section q.1 a# this report.
5.6 Allowable stress design values must be established in
accordance with 5ection 4.2 of this �eport
5.7 Anchor spacing(s) and edge distance(s), and minimum
member thickness, mvst comply with T�ble 2 and
Figure 5 of this reporf.
5.8 12epoRed walues far the KIMK HUS-�Z I(KH-EZ I) with
an intemally threaded Mex was'her head do not
consider �he sfiesl inser� element which must be
verified by the design professional. Shear design
values in Yhis �eporE for the K1MK #1US-EZ I(KH-FZ I)
�re for ihreaded inserts with F„ equal to qr greater than
125 itsi. For use with fnserts with �„ less than 125 ksi,
the shear values are muttiplied by the �atio of Fu of
insert and 125 ksi.
6.9 Prior io instellation, calculations and details
demonstrating compliance with this report must be
subr�itted to the code oificial. The catculatians and
details must be prepared by a registered design
prafessional where required by the sta#utes of the
jurisdiction in which the proje�t is ta be conshucted.
5.10 Sinc� aro IGC-ES acaeptartce �riteria for �valuating
data to determine Rhe perforrnanoe of anchors
subjected to fatigue or shoGc loading is unavailabfe at
this time, the use of these anchors under such
conditions is beyond the scope of this report.
5.11 Anchors may be installed in regions of concrete where
cracking has �occ�rred or where anafysis indicates
crackirag may cccur {i�f,j, subject to the conditipns of
this report.
5.12 Anchars may be used to resist short-4erm loading �due
to wind or seismic forces, subject to the conditions of
this repari.
6.13 Anchors are not permitted !o support fire-resistance-
rated consi�udion. Where not otherwise prohibited in
the code, anchors are permitted for use with flre-
rssis#ance-ratad canstruction provided that at least one
of fhe following cflnditions is fulfilled:
• Anchors .are used to resist wind or seismic fiarces
only.
� Anchors #hat support gravity load—bearing structural
elements are within a fire-resistance-rated envelope
or a fire-resistanoe-rated membrane, are protected
by approved 6re-resistanae-rated materials, or fiave
beer� evaluated for resistance io fire exposure in
accordance with recognized standards.
• Anchors are used to support nons#ructura9 eiements.
5.1A Anchors have been evaluated fior refiabifity �gainst
brRtle failure and found to be not significanUy sensitive
to stress-induced hydrogen ernbrittlement.
6.46 Use of carbon steel anchors is limited to dry, interior
locations.
6.16 Special inspection must be provid�d in accordance
with 5ections 4.4.
5.17 K1MK HUS-EZ (�tH-EZ) and K1MK �iUS-EZ I(KFi-EZ I)
anchors are manufactured �,y Hi1ti AG, under a quality
conttol program with inspections by ICGES.
S.0 EVIpENCE SUBMITTED
Data in accordanoe with the iCC-E5 A�eptance Criteria for
Mechanical Anchors in Ct�ncrete �lements (AC193), dated
June 2Q12, (editorially revised April 201Sj, which
incx�rporates requirements in ACI 35�.2-07 / ACI 355.2-04,
#or use in cracked snd uncracked concxete; and quatity
contral docur�entation.
7A IDENTIFtCATIQN
The HILTf K1MK HUS-EZ (KH-EZ) and KIMK �1U5-� �
(KH-EZ I) anchors are identified by padcaging vYith the
manufacturer's narrae {Hilti, Inc.) and cantact infiormation,
anchor name, ancho� size, and eva1uatiora report number
(ESR-3027). ihe anch4rs with hex washer head h�ve
KH-EZ, HILTI, and anchor size and arachar kength
embossed on the anchor h�ad. Identiflcations are visible
after installation, for verification.
C13
ESR-3027 I Mpst Widely Accepted and Trusted Page 6 of 14
�7ABLE 1—KWIK HUS-EZ (KH-EZ) AND KWIK HUS-EZ I jKH-EZ 1) PRODUCT INFORMATION
Name and 5ize Diameter Tp�� Length - under the Minimum Nominai
ancfior head {I„,�,� Embedment (h,,,,,,j
KFi-EZ'J4" x1 �/e" I'/4' �l# ('l�" UNG20 --Intemai Thread Length -.375") 1s/e" 36/�"
KH-EZ'/4" x9 s/e, I 3/e' 'I�" ('le" i1NC-16 --Intemal Thread Length -.453") �s�o. .�s�a«
KH-E2'I�" x2'/?" I"/4" "l�" ('!," UNG20 —Intemal Thread Length -.375"j 2'/2" 2'(2"
KH-F_Z'/4" x2'!z" I 3/�" '/4' ('/6" UNC-18 —Intemal Thread Length -.453") 2'iz" 2'12"
KH-EZ'/."x1 '/e" i�4 � �1s. �s�a.
KH-EZ �/�"�t251e" 'l�" � 25J8" 151e"
KH-EZ'l�"x3" "/q 3" 15/&"
KH-EZ'(.'x3��a �la. ���Z� �s��.
KN-EZ'Ja"x4' ,/,• 4• 'ls�e•
_ __ _ __
KH-EZ ale x17ie" 3/a" 1�/e" 13/a"
KH-EZ'/g"x2�ls" 9/e" 2'!e, 1 s/a"
KH-EZ 9/e"x3" 3/a' 3" 2'12"
KH-EZ 3/�"x3,�z� 9�8. 3,�2. 2,�2.
KH-EZ 91s"X4� 9Jar 4" 3t/a"
KH-EZ 3/e'x5� gJ6� 5° 3'!a"
KH-EZ'/2"�c2'/2" '/Z 2'/z 2'/,"
KH-EZ ,�2.x3. i�2. �. Z��4.
KH-EZ ,�2.x3't2. ,�s" 3'(z" 3'
KH-EZ'/2 x4" 'l2` 4' 3"
IfH-EZ t��.Xdro�2. ��Z• 4�/z �.
KH�EZ'Iz"x5" '/Z 5" 3'
KH-EZ �y2"x6` 'tz" 6" 3"
KH-EZ s!B x3'/i 51a" 3'Iz' 3'i+"
�_� s�a.x4e 5�6� 4w 3,14�
KH-EZ b�e.x5��2. s�a. ���z 3,�t.
i�'�'� S�B�%C���2� b�p� . . 6��2 �'I.{�
�{�"�-�z 6%B�iiB 6�9� 8� 3ilq�
KH-EZ �/a`x4'/Z 3/�" k'!2 4"
KN-EZ'/,"x5Y2. 3�4. 51��. 4.
iC�i-�Z 3%#�X% gii % 4�
KH-EZ 3/,"x8" g/," 8" 4"
Ki'�"� 3���X.� 9I4� � 4�
For Si: 1 anch =25.4 mm.
C14
ESR•3027 I Most Widely Accspted and Trusted Page 7 ot 14
�,.
� r
4 _
FICiURE 1--KWIK HUS E2 ANCHOR
+M► � �! � '� � !
� . y�„�,�
e.'; i( ;
FIGURE 2--HILTI KWIK HUS E2 CONCRETE SCREW ANCHOR
_..,.�.�...�. .r� �,:. '�� -��
��
FIGURE 3—HIL71 KWIK HUS-EZ 1 ANCHOR
� �
»� �.� '� IT � € -w; t ��
� �3
� � ��-� { ..,�,r
� � .� � },
�
� � _ .�
�. .
� � .� � rr ¢
. _ __ � .
ELMr �a►r �ru apKM W�p Propw �rerM� �M� 011 ', C�n etlre �aM b w�now MORM :
, � �� . �"�� ..�
M
�m�. � 1��'4� � �, ��sc�ss��� ,� �� :�q�-� ���
� y q`�
�Rr
FIGURE 4A-9NSTALIATION INSTRUCTIONS – HILTI KYVIK HUS EZ (KH-EZ)
4� �
�� !�l�f�i tiC
#.�..�.....
, .. __.. ..
i0rr� nWe �+ oau maknat �Ms� proper o+�meaer aw on
���-� � �_
�..
rinst�ll�ncnorus�nq p►oDsr Imp�ct�oW a tw�uewrench;
� ���!���� .
' „�
...� . _... _.. . ....... . _
SGkan WM1ed Aok 4o u+novt tleWis
� �
��
, * �
I
_..__._.__._v___.___�.__,_..__.___.____ ___
�rnenas►Eaaee.aalnta insnlMsiasacnor
; _.
FIGURE 4B—IN8TALLATiQN INS7RUCTIONB – HILTI KWIK HUS EZ 1(KH-EZ 1)
C15
ESR-3Q27 � Most Widely Accepted and Trusted �'age 8 of 14
TABLE 2-KWIK NUS-EZ {KH-EZ) AND KWIK HUS-EZ 1(KH•EZ I} INSTAILATION INFORMATION AND ATICHOR SPECIfICATIQN'
Nominal Anchor Diameter {inches) '
Characteristic Symbol Un"rts �
�(KH �EZ 1) ila �la '12 61c s/o
H@ad Style _ _ Intemally Standard Hex Standard Hex Standard h3ex Standard Hex Standard Hex
Threaded Head Head iiead Head Nead
Nominal Ufatneter ��a�, in. '!, '!a '/s 5h '/.
Driil Bit Diameter dwr in. �1� �Je 'Is 5la 3J�
M(nimum Saseplate a a , s 3 t
Clearance liole Diameter d� in. N/A i6 Iz 1a l. le
Maximum In§tatlation T��x+ ft-Ibf 18 19 40 45 �B5 195
7orque
Maximum Impact Wrench
Torque Rating3 T�„A,�,m„ ft-Ibf 114 137 114 137 114 450 �37 A50 450 450
Mimmum Nominai h� in. 15/e 2'1, 16/n 2'!s 15/a 2'Jz 3Yn 2'l� 3 4'l, 3'I� 5 4 6'ia
fmDedment depth
Effective Embe�ment Depih h.� in. 1.18 i.82 1.18 1.92 1.11 1.86 2.50 1.52 2.98 3.22 2.39 3.88 2.92 A.84
Minimum Hole Depth hl,y, +n. 2 2�/� 2 2'/e 1'!e 23/{ �'�z 25�a 3'18 4Fld 3�/e 5'ls 43/s 85/e
Critical Edge Disiance' ck in. 2.00 2.78 2.OU 2.78 2.83 2.92 3.75 2.75 3.75 5.25 3.63 5.82 4.41 728
Minimum Spacing at Cridcal Sm�pGi �� �,,0 2.25 3.0
Edge distance2
Minimum Edge'Uistance� c,,,;,� in. 'f.50 1.75
Minimurn Spacing Distance s,,,;,,f in. 3.0 4.0
at Minimum Edge Distance
lVlinimum Concrete �rt� in. �.25 9.125 3.25 d.125 3.25 4 435 4.5 4.75 6.75 5 7 6 8.125
Thickness
'I,C Intemai ,��
Wrench socket size - Thread �� Npt Applicable
KH-E21 Model !a" Intema) ;�Z
Thread
Wreneh socket size - in. N/A 'l,� °l,e '�� 's�,a 1�/e
KN-EZ Modei '
J4" internal s��
?Jlax. Head height - Thread in. Not Appiicable
KH-EZ I Model /a Intemat „��6
Thread
Max. Head Meight - in. N/A 0.24 0.35 0.49 0.57 0.70
Effective tensile sUess area A" s in? 0.045 0.086 Q.9fi1 0.268 0.392
(A«.k)
Min"unum specified ultirttate �� pSi 125,000 106,975 420,300 112,540 90,980 81,600
strength
�or 51:1 inch = 25.4 mm, i ft-Ibf =1.356 N-m, 1 psi = 6.89 kPa, 1 fn` = 845 mm`, 1 iblin = 0.175 �Slmm.
'The data presented in this table is �o be used in conjunctfon with the design crikeria oi AC! 318-i4 Chapter 17 or ACI 318-11 Appeodix D, as
applicaWe. r
�For installaiions ihrough the soffit of steel deck into concrete (see Figure 5) anchors instailed in ihe lower flute may be installed with a maximum
1 inch offset in either direction from the center of the flute.
� Because of variability in measurement procedures, the pub8shed torque oi an impacl tool may not correlate properly with ihe above setting torques.
Over-torquing can damage the anchor andfor reduce its holding capacity,
�Ti,,.,,,,,exapplies to insfailaUons using a calibraied torque wrench.
SThe notaUon in parenthesis is far ihe 20061BC.
"The KWIK HUS-E21(KH-EZ f} version is driven directlyto the suppohing rtiember surface.
'AddiGonal cambinaUons for minimum edge distance, c,,,u„ and minimum spacing distance, s„�„ or s,,,�,�.�, may be deriwed by linear interpolation betwaen !he
given boundary values.
C16
ESR-3027 J Most WidefyAccepted and Trusled Page 9 of'I4
TABLE 3-HILTI KVYIK HUS-EZ tKH-�Z) and K►NIK HUS-£21(KH-EZ Ij iENSiON STRENG7H DESIGN DATA'�`�'
Nominal Anchor Diameter(inches)
Characteristic Symbol Un9ts ,
{� �� �) '/� s!e '/? �!s 'l�
Anchor Category 3 1 3 1 1
1,2or3
Hea� Style _ _ iniemally Standard Hex Standard Hex Standard Hex Standard H�x Standard
Threaded Nead Head Head Head Hex Mead
fdominal y� in. 1°/a 2�/z a5/a 2'/i 15/e 2'/a 3�l� 2'/� 3 d'l� 3'ls 5 4 6'/�
Embedment De th
SteelStrength in Tension (ACf 398-i417.4.t or ACI 3i8-11 D.5.3)
Tension i2esisiance N« fb. 5,660 9,200 10,335 98,120 24,210 32,015
of Steet
Reduction FaGor for
Steel Strength'�a �, - 0.85
Concrete Breakout Strength in T�ns3on (ACi 31 B-1417.4.2 or ACI 318-11 D.5.2)
ENective h,� in. �.18 1.92 1.18 �.92 1.11 1.86 2.50 1.52 2.16 3.22 2.39 3.88 2.92 4.84
Embedment Depth
Critical Edge �x in. 2.00 2.78 2AU 2.i8 2.63 2.92 3.75 2.75 3J5 525 3.63 5.82 4.41 7.28
�istance
Effectiveness Factor
- Uncradced k,,.,o, - 24 27
Concrete
Effectiveness Factor ka
-CrackedConaete ` 17
Modificalion iactor
%r cracked and 4�SN - 1.0
uncracked concrete°
42eduction Facior for - - -
Concrete Breakout �,, - 0.45 0.85 0.45 0.65
Stren thZa
Pullout Strength in Tension (Non Seismic Applications) (ACI 318-i417.4.3 or AC1318-17 D.5.3)
Characteristic
pullout strength, �R�� Ib. 1,305° 2,3505 1,305° 2,3505 N!A N/A NlA N/A N!A N/A N/A N/A N!A ' N1A
uncracked concrete
2,500psi
Characteristic
cralck dcroncrete 'Nmp� Ib. 665° 1,1655 665° 1,'�fi55 7256 N/A N!A N/A NIA hlA NIA N/A N/A', N/A
2500 si
Reduction facto 2for � . 0.45 0.65 O.dS
puilout st�ength • 0.65
Pullout Strength In Tension (Seismic ApplicaGons) (ACI 318-1417.4.3 or ACI 318-11 b.5.3)
Gharacteristic
PulloutSVength, ', Na.,' Ib. 535° 1,1655 535° 1,i653 7255 NIA NJA N/A N/A N/A N/A N/A N/A t�/A
Seismic
2 500 si
Reduction Factor for
Pullout'Strengthz'' �6,,, - 0.45 0.65 O.AS 0.65
(2,500 psi)
Axial StiNness dn Service Load Ra�ge
Uneracked Concrete �,,,,,, 760,000
Ibrn.
Crecked Concrete �„ 293,b00
For Sl:1 inch = 25.4 mm,1 fl-Ibf =1.356 N-m. 1 psi = 6.89 kPa, 1 in2 = 645 mm2. 1 Ib/in = 0.175 N/mm.
jThe data i� this table 1s tntended for use with ihe design provisfons oi ACI 318-14 Chapter 17 or ACI 3f 8•19 Appendix 0, as applicable; for anchars
resisting seismic load combinations ihe additional r�equirements of ACI 378-14 17.2.3 or ACI 318-11 D.3.3, as applicabie, shall apply.
ZValues of f in this teble apply when the load combinations for ACI 318-14 Sectbn 5.3. ACI 318-11 Section 8.2 or IBC Section 1fiD5.2 are used
and the requirements oi ACI 31&14 17.3.3 or ACI 318-'d 1 D.4.3, as applicable, for Condition B are met. For situations where reinforcQment meets
the requirements oi CondiGon A, ACI 31&14 17.3.3 or AC131&1 A b.4.3, prov�des the apprapriate ; tactor, as applicabie.
�If the bad combinations of ACI 318-99 Appendix C are used, the appropriate value oi � musi be determined in aocordance with AC1318-11 D.4.4.
41n this report, N/A denotes that pulbut resistance does not govem and does not need to be considered.
SThe characterisiic pullout resistance for conerete compressiv+e strengths greater than 2,500 psi may be increased by multiplNng lhe value in 1he tabte
by (Pa/2 500)oa for psi or (P�i7.2joa tor MPa.
°7he characteristic pullout resistance for concrete compressive strengths greater than 2,500 psi anay De increased by multip�ying 1he value in #he t�b1e
by (Pa/2,500)0.9 for psi or (Pa/i Z.2J°� for MPa.
'For sanddightweight concrete, calculate values according to 5ection A.1.12 of this repoA.
�'The KWIK HUS-EZ (KN-EZ) and KWIK HUS-EZ I(KH-EZ f) is considared a britile steel elem�nt as defined by ACI 318-14 2.3 or ACI 318-17 0.3, as
aPplfcable.
C17
ESR-3027 I Nlost Widely Accepted and Tr�sted Page 10 of 14
TA9LE 4--�ILTI KWIK HUS•EZ (KH-EZ) and KWIK HUS-EZ 1{KH-EZ I) SHEAR STRENGTH DESIGN DATA'•'
Nominal Anchor Diameter �iraches)
Characteristic Symbol Unks +�+ , , � 5 s
(Kfi-EZ I) /s !` !2 /e la
AnChor Catec�Ory 9,2 or 3 3 1 3 1 3 1 1
Embedmerak Depth h,�m in. 15/, 2'/2 1°/s 2'/2 15/B 2'/z 1s1, 2'!� 3'/, 2'l,� 3 d'l, 3'la � 4 6'!.
InternaiThr�ad _ � +�� 3�8 N/A NJA N!A NIA N/A N/A NJA N/A NIA N/A NIA N/A
piame#er
Steel Strength in Shear {AC! 31$-1417.5.7 or ACI 318•17 D.6.1)�'�'
Shear Resistance of �� 1b. , 1,360' i, 315' 1,550 3,670 5,185 9,2a5 11,220 16,660
Steel - StaUc
Shear Resistance ot ���q �b, 605' 1,120' a,395 3,670 3,110 5,545 6,785 91,555
Steel - Seismic
ReducGon Faclor for D.sO
Steel Strength3 �" -
Concrete Breakout SUength ia 5hear (ACI 318•941�.5.2 or ACI 318-11 D.6.2)
NominalDiameter d,(d,J° in. 0.250 fl,375 0.5Db 0,625 0.750
Load Bearing !e in. 1.18 1.92 1.18 1.92 1.18 1.92 1.11 1.86 2.50 1.52 2.16 3.22 2.39 3.88 2.92 b.84
Length of l#nchor
Reductian �actor tor
Concrete 8reakout �g - 0.70
Strength��'
Cancrete Pryout 5trength in Shear {AC1378-1417.5.3 or AC1318-11 D.6.3)
Coefficieatfor k - 1,0 1'.0 1 A 1.� 1 A 1.0 1.fl 1,0 2.0 1.0 L� 2.0 1.9 2.0 2.0 2.0
Pryout Strength `F
Reduction Factor for 0.70
Pryout Strength�'' �P
For SI: 1 inch = 25_4 mm. 1 ft-1bf = 1.356 N-m. 1 osi = 6.89 kPe. 1 in2 = 645 mm2. 1 Ibtn = 0.175 Wlmm.
'The data in this table is intended for use with ihe design provisions of ACI 318-�4 Chapte� 17 or ACf 918-17 Appendix �, as eppficabie.
2 Vatues of � in this tabte appty when the load combinaifons for ACi 3i&� 4 Section 6.3, AG1318-11 Section 9.2 or IBC Section 1605.2, as appticable,
are used and ihe requiremenis of ACI-1 d'17.3.3 or ACi 318-11 0.4,3, as applicable, tor Condition B are met. For situaUons where reinforcement
meets lhe requittarraenls c�f Cflndition A, ACI 318-1417.3.3 or AGi 318-11 Q.4.3, provides ttae a�ropriate � factor, as appticable..
31f;he load combinatians of ACI 31811 Appendix C are used, ihe appropriate value oi / must be determined in accardance �1h ACI 318-91 b.4.4,
'Reporked values for steei strength in shear are based on test results per AC! 355.2, Section 9.A and musi be vsed for design in 1'�eu of calculated
resulis using equalion 17.5.1.2b of AC131$-14 or e4uation D-29 of ACI 318-19, as applicable.
�i'he KWIK F1US-EZ �KH-�2) is consfdened e britde sieei elemeM as defined �y ACI 318-14 2.3 or ACI 318-11 D.1, as applicable.
�The noieiion in breckets is for iha 200619C.
�Values are ior threaded rod or insert wHh F„�125 ksL For use wiih 7nserls with Fu less than 125 ksi mult(ply the shear values by the ratio oi Fu of
inseA and 925 ksi.
ESR-3027 � Most INiiielyAccepted and Trusted Page 11 o.f 74
i'ABLE 5—Fi1lTl KWIK HIIS-EZ 4i(H-F.�) TENSfpN AAfD $HEAR DESIGN DA7A FOR INSTAAIl.A'T1�N'ft� 1H� WND'ERSID� '
OF CONC _RETE-FILL'ED.�ROFILE SfEEI DECICIIS$EM81:1ES'�'&'
Lower Fluta �llpper Fiute
Characteristic Syrribol ! Unks Anchor Diameter
'J4 �3/s �12 5le , g1< '.14 �Ce 1i2
I
— _
;Head Style r = Standerd Hex 4iead Star�dard Heic Heail
Einbedment h„�„ in. ' 3'SJS 2'/2 1% ' 2.'!2 3'/a '2'f< '3 ' 4'7e 3'l. I'S 4''15Ig 2'!2 13! 2't7 2'!4
9 5� 5 -8 " 9 . ..� 7 7" 7 5
AAinimum Hofe Oepih' h� in. �.2 ' 2'Ja �1'/e 2°1� 3�/� , 2jle 3 Jb :'4' 18 3 JE �S./o 4 Je `2 2/s �I !b 2Je 2.1e
�ffective £mbedmenf hEr 'in. ' 9.18 1.$2 '1.91 1.86' 2:50 'l:52 2:16 3:22 2,3J 3.88 2.92 'l :i 6 1:92 i:11. 1;86 1:52
Depth �
i�u'llout i28sistariCe;
(uncracked concreiej� NRd�,,,�,, Ib. 1,2101;875 i.900 2;240I� 3,920 7;305 3;060 5;360 4;18p 9;995 4,180 9,490 i,960 1,490 2,928 1;395,
�PuYlout Resistance
,(c.�atked conctete and `N��, Ib. 620 930. $10 'l;b90 2,780 82D ' 1„930 3,375I 2;630 5,980 2.630 760 975 1.185 2,U70 �985
seismie loads �- '
$teel StrenQtfi•in ��� �b. 1;2052;210 a,510� 1;5a0 3,60b 1,605' 2,920 3;590 3,470' 4;790 3,�60' 1,205 3;265 '3;670 8,090 7,850
Shea�` _ . _ .. , _ ._ _ _
'SteelSirength'in v�d�4� .jb, 8D5 1 990 '905 905 ' 3;165 _965 , 9,750 755 2;080 2;5'15' 2;61D 3;080 2,990 3,670 3,fi50 4;7i0
Shear: Seismic .
. - . � �.., - _F- - , 2 , .. . _ -- --- ---___ _
For 51 1 inch - 25 4 mm,1 ftdbi -1:35fi N-m,1 p"si - 6,69 k�a,1 en 643`mm�,1 Ibfin =.0.175 Nlmm:
'�In$fabation must comply with Sections d.�.9D and 4;3 and figurc 5 at this repoit:
27he.values listed must kie use8 in accordance wifh Section 4.1:4 of this repoA.
'The values listed must ibe used in accordance yvi(h Sebiion 4:1;4 and 4.1:8.2 oi this report.
°Tt� values listed musi �be osed 3n accordance with Section 4.1.5 �nd 4.1.8.3 oT ihis reportr
SThe'values;tor �pin leosion can !tie found in'fiable � atlhis report and thevaiues ior��„ `rn shear can be tound +n Tabfe 4 of ihis rspoti.
6Fo{ ihe'/4-inch-diameter (KN-EZ) ai 2'.l2rnch nominaf embedmenf and the 9/�-inch- throu9h �,l4-inch-diemeter anchors ttie :characieristic �ullout
tesislance.?ofconc�ele campressi�e sUengVis greatei ihan 3,QOD psi ma,y be increased by rnultipiyirig the value.iri ihe ieble by (f�3,000) in'for psi or
ir�0 ��ort for MPa. .. . .
�For 1he �/�=inch-dlametet anchors ;(I<H-EZ) at 1 Je=inch nominal e'mbedment charactensticopullout res�stance for concrete aompiesSive strengFhs
greater than.3;000 psi rnay be inc�eased by multiplying thevalue tn the'table'by (P,.,�l3;000) :3 fot?psi or {T�120:7)°�' for�NlPe:
�ABLE 6�—KVYiK IiUS-EZ I:(KH=EZ I) TEMSiOhI.ANb SHEAR DESIGN DA7A FOR•iNSiALLA'ftON IM'T'�iE UNDERSIDE OF CONCR�'t�-
FILI.��Il PRO�lI:� STEEt DECK ASSEMBLfES''°''
. _ __ _
_ __ _
ChacaCterisUc S mbei Untts • - LowerFl�fte -_-___ _- - U e7Flute. _�
:Head S e lntematl 7hreaded _ _
��mbedment" h,,,,,, in; 15/e, 2'/z j 151� 2'JQ' 'l5/8 2�12 'ISJe 2'�2
, _ • _ _ h� , m.
Minimum'Ho�e 2- - 27�8 � ,2ile; 2 2�/e 2, .2�/e
�-
Deth. � ,. >. .. .
InteDiame erad ' an. ° - 'la ;�/e � ��� -- a/�
. --_
� Effective. ' h;l. in: 'I:iB• 7.92 '118 ]:92 1.18; 1:92 1.18 `1.92`
Embedmen{ De 'th ' . : , . . , .
Pullout Resistance;
`(unaadced Np�;,g;w Ib. y:2i0 `i„$75 1,210 1;875; <1.d9U 1:960 1,,490 3;960
ooncrete '
- ' ----- ' -
Pulfout �Resistance
(cracked concrete N�,,;a;� Ib. 620 � 930 52p 930: 730 975 730 975
.
and seismic load' 3 :
- _
Steel SVen�9 th In a �b: k$60 1,Q25 i;015, i,525
SheaY' vs'.°°r!�
Steel Strength �in e Ib. '385 875 445 'i r295
Shear • Seismic : �",°°`�°? '
- . - _ _
For SI: � inch = 26.4 mm. "I ft-!bf`=1;356 N-in, t psi = 6.89:kPa; 1 in2 = 645 mmz, 1 Ibin = A.1ib .�i/mm:
'Installation mustcomplywifh Seciions 4:'! 10 and 4.3 and �igure 3 oitliis report.
2The values listed �nust be used in 8ccordance with SeCtion 4.1:4 of this repofl. .
-�'ftte values listed +nusl be used in accordance with Section 4.1:d and d.1:b2 oi iFns repori.
°Ttie values lisled must'be used in •accordance witti Section 4,1.5 arid 4.1.8:3,oi this �epoit.
6Tlre values ior,+p in tension can be tound in'fable 3 qf lhis tepoA aritl ihe value"s for ��,�in shear can be'found in Tabl.e d"oi this repoA:
BFor the "lr���h�iameter (KN-EZ 1) at 2�/2 inch nominal ;embedment and the aJ�-Inch- throug6 3Ia='incfi�iameter anchors ihe cheraCteriSNc pullotit
resisfance tor concrete compressiva strengUis greate� than 3,000 psi may!be �ncreased by muftiptying ihe vatue in tlie'table by {f,r3.,000J'n fo� psi or
�f,�2O.TJm for NIPa. .
For the �/, inch-diamefer anc}iors (KH-EZ �) et 151e-inch nominal embetlmeAt cfiaracterisUc �ullout resis[ance'for conc,�ete compressive strengths greatef
than 3:;000 psi may be increasetl by'mutGplying the vafue m!he table by (f,/3,000J°'s'for.psi or {Pa%207)a� tor MPa.
"BValues for the icWIK HUS-£Z I{K1i=EZ Y) are for ihreaded rod oi msert with. F„i125'ksi: For use with.inserts with Fu less lhan i�5 ksf multipty tFie shear
values byitie ratio af Fuo�inseA and i25 ksi,
C19
ESR-3027 ( Most �dely Accepted and Trusted Page 12 of 14
TA81E 7.--HILTI KV►►�K HUS—EZ (KM•EX� SETTING INFORMATlON F012 INSTALLATiON ON THE iOP
OP CONCRETE-FlLLED PROFILE STEELDECK ASSEMBLIES �'�'�a,s,e,t
DE5iGN Nominal Anchor piameter
�NFDRMATION Symbol Units ,�� s�s
EffecUve h.r in, 1.38 1,11
Embedment De th
Minimum concrete ��� in. 2'J2 2'1Z
lhickness
CritiCal edge �n. 4 3
distan0e �•4ee�,'°a
Minimum edge in. i'l� 181q
distance �""",de`'.`°"
Minimum spacing Sm�n,esd,mp �n. 3 3
For SI:1 inch = 25.d mm.
'Installation must camply w'dh Sections 4.1.10 and A.3 of this report.
ZFor all othet enchor diameters and embedment depths refer to Table 2 for values of hm,,,,Cmc� 3�1d Smm.
3Design capacity must De based on caiculations according to values in Tables 3 and 4 of this teport.
4Applicabie for 2�h-inch <_ hm„,,,�;s{3'!,-inch. For �m�,,,,,�x Z 3'!4-Inch, use seiting intorm�tion in Tables'3 and 4 of this repori.
SMinimum concrete ihi�kness (h,,.,,,e.n,) reters lo ooncrete thickness above upper ilute.
6Minimum f{ute depih (distance from top of flute to b4ttom of flute) is 3 inches.
°Steel deck thickness musl be minimum 20 gauge.
See
'�QOff1DiE �
Max. 3"'
Minlmum 9-7/4"
�
S�e�e
tootn�te 2
Min. 3,000 �s� sanda�n�we�gnt
or rnrcnai-weighi concrete
Upper �
1lute
(vaNeY)
� �' I � � � i
Atyct�or/'� ' �.ower Flwte
(rypical) � I Ilu1e (ridge) edge I
� Ii M��. 14� �tyY"�^"�I �) i
--� �4— See tootnote 4 ----►�
Minimum
2t) g�uge
stc�i deck
See #vainote 4
FlGURE 5—INSTALLATIDN OF KVNIK HUS•EZ (KH-E2j AND KWiK HUS-EZ I(KH-EZ I) IN SOFFIT QF CQNCRE'fE
OVER STEEL DECK FLOOR AND ROOF ASSEMBLIES
'Anchors may be placed in the upper or lower flute of the sieet deck profile provided the minimum hote clearance is saGsfied. Anchors in the lower flute
may be instailed wHh a maximum 1-inch offset in either direction from the center of the flute. �he offs,ei distance may be increased proportionaily fdr
proTiies with lower fluie widths greater than those shown provided the minimum lower flute edge distance is aiso satisfied.
ZMinimum tlute width for KH-�Z and KH-EZ 1'/.-inch diameter is 3'I� inches. Minfmum flute width tor KH-EZ'/e-,'/r, 5/�- and �-inch diameter is
4'/� inches.
�Minimum concrete thickness abave upper #lute for KM-EZ and KH-EZ I'/,-inch diameter is 2'/Z inches. Minimum concrefe thickness above upper flute
for KH-EZ 9/�-, %r, �/r and %-inch diameter is 3-'14 inches.
'Minimum distance from edge of flute to centerline of anchor for KH-EZ and KH-EZ I'/,-inch diameier is 9anch. Minimum distance from edge oi flute to
ceMerline of anchor for KH-EZ 3/e�.'�-. ��e- and'J.-inch diameter is 3'I. inches.
C20
ESR•3027 j Most �dely Accepted and Trusied Page 13 of 1b
TABLE 8—HILTI KWIK F9US-EZ (KN-EZ� AND KWIK HI�S-fZ I{KH-EZ i) AILOWABLE STRESS DESIGN VAIUES
F�R ILLUSTRATIVE PllRPOSE S'' z, a. a, e, e, �, e, a
Nominsf Anchor �aminal Effective ppawable Tension
Embedment Depth, Embedment
Diameter h,,,,,, Depth, h., �.oad
[in.] [in.] [in.� �IbsJ
� i5/s t .18 407
1.
2'/2 1.92 1,031
15/e 1.1 � 82Q
'/s 2'!2 1.86 3,334
�"�a 2.5 2,077
2'/4 1.52 9.911
'!z 3 2.16 1,882
4"/4 - - 3.22 3>426
6 3'/, 2.39 2,192
/e
5 �.88 4,530
9 4 2.92 2;963
/„ --
611,; �t.$4 8,305
F�r SI;1 inch = 25.4 mrr�, 9 Ibf = 4.45 N.
'$ingle anchor with statiG tension load only.
?Goncrete detetmined to remain �ncracked fior the life of the �n�horage.
�Load combinaiions are taken from ACI �18-14 SecUon 5.3 or ACI 318•1 � Section 9.2, as appiicabie, (no seismic
ioading).
'AD% dead Ipad and 60°� live load, �contro1ling load c.�imbinaGon '1.2D + 1.SL.
�Galculation of w�ighted average fw conversion factor a=12(0.4) + 1.6(0.6) = 1.44.
e t� = 2,500 psi (normal weighi conc,nete).
'�.a=c,,ac,�.
e h 2 h,,,,,.
QUatues are for ConGition B where supplementary reinforcement in accordance wit� �+4CI 39$-
14 17.3.3 or ACi 31$-11 D.4.3, as applipble, �is not provided.
C21
ES(t-30�7 N Most Wrdely Accepted and Trusted F'age 14 of 14
Given: Two "/z" diameter KH-EZ with static
tension load n!� 4 Y,�� A
h,,,,,, = 4.25 �nches ,�,��`-;y _ _ A 1 �
h�r= 3.22 inches � ,' .+�tytt ��' �i + " ( > �.s e�.,
Normai Weight Concrete: 1 � = 3,�00 psi 'r� � � .� .� ,� #; � I l
No supplementary reinforcement (Cond. B) €i ,� �� * �yA�j_ �-
Na eccentricity, 60% live load, 4U410 dead load. ; -► ; � � • � .f} � + ; , ` �•
Assume cradced concrele sincQ no other
information is available. �� �-�. �;
�_ ��1`�-�!'�� �i �
h 6.375 7n. s.,___ __: � ��,s H„
Cmin='I.�%S lfl. 'a t3.ii t_ �?'�� ._ .!
sm�,=3 In. n.n
Needed: Allowable stress design (ASO)
tension capacity
Calculation per AC1318-14 Chapter 17, ACI 3l8-14 AC1318-11 ESR
ACi 318-11 Appendix D and this report Ref. Ref. Reference
Step i: Calculate ste+ei capacity:
17.4.1.2 D.5.1.2 Ta'b1e 3
�NS=n¢N�=2{O.SS)(18,120)=23,55fi Ibs.
Step 2: Verify minimum member thickness, spacing and edge distance;
hm� 6.375 in. 512 in. -+ok
c,,,m=1.75 in. s4 in. -+ok 17.7 D.8 7able 2
s,,,�„-3 In. 56 in. �•ok
Step 3: Calculate concrete breakout sVength of anchor grpup in tension:
Aac 17.4.2.i D.5.2.1 4.1.3
Nr.,p=�� y'ec,r�y'ea.w�c,NwtP.NNb
Step 3a: Calculate Ant and A�:
ANc=(1.Sh�+4)(3he1+6)=($.83){1�.$6)=13$.3 ii�.2 17.-02.1 D;5.2.1 Tab1e 3
AN�=9(h�)2=9(3.22)2=93.32 in �
StQp 3b. Determine W,�,N—rB��-+W�,�.�=i.O 17.4.2.4 D.�.2.4 —.
_ _
Step 3c: Calculate W�,N-+W�,N=0.7+0.3�4��=D.948 17.42.5 D.5.2.5 Table 3
Step'9d: Determine 4+�,N--, W�,N=1.0 because concrete is cracked. 17.4,3.6 D:5.3.6 ----
Siep 3e: Calculate Na:
Nn=ka�l, f�{h�)t 5=17(i.0) 3.000(3.22)�.s=5.3801bs 17.d.2.2 D.5.2.2 Table 3
{A, =1;01or �ormal weightconcrete)
Step 3f: Calcutate �N�bp: ¢N�={0.65) �738�� (9.0)(0.948){1.U)(iAj(5,38D)=4,9a4 ibs i 7.�4_2.a D.5.2.1 4.1.3
e�3z d7.3.3 {c) D.4.3 (c) Table 3
Step d: Check Puliout Strength -� per �'able 3 idoes not conUol --- --- 7abie 3
Step 5: Controlling Strength; 17.3.1.2 D.A.1.2 Table 3
Lesser.ot n�N�,and �N� -� 4,914 �bs
Step 6: Convert to ASD based on 1:6 (0.60)+1.2(0.40)=1.44
fi0°h L'+ve Load and 40% Dead toad:
d,99*i — --- 4.2.1
T�wwawa,nso= 1.44 -3.4121bs
FIGURE fiREXAdY1PLE CALCULATiON
C22
City of Tukwila
Allan Ekberg, Mayor
Department of Community Development Jack Pace, Director
July 28, 2016
DAVID GLASSMAN
1309 POST AVE
TORRANCE, CA 90501
RE: Correction Letter # 1
DEVELOPMENT Permit Application Number D16-0198
BURLINGTON COAT FACTORY - 17480 SOUTHCENTER PKWY
Dear DAVID GLASSMAN,
This letter is to inform you of corrections that must be addressed before your development permat can be approved. All
carrection requests from each department must be addressed at the same time and reflected on your drawings. I have
enclosed comments from the following departments:
BUILDING DEPARTMENT: Allen Johannessen at 206-433-7163 if you have questions regarding these comments.
• (GENERAL NOTE)
PLAN SUBMITTALS: (Min. size ] 1x17 to maximum size of 24x36; all sheets shall be the same size. New revised
plan sheets shall be the same size sheets as those previously snbmitted.)
(If applicable) "STAMP AND SIGNATURES" "Every page of a plan set must contain the seal/stamp, signature of
the licensee(s) who prepared or who had direct supervision over the preparation of the work, and date of signature.
Specifications that are prepared by or under the direct supervision of a licensee shall contain the seal/stamp,
signature of the licensee and the date of signature. If the "specifications" prepared by a licensee are a portion of a
bound specification document that contains specifications other than that of an engineering or land surveying
nature, the licensee need only seal/stamp that portion or portions of the documents for which the licensee is
responsible." It shall not be required to have each page of "specifications" (calculations) to be stamped and signed;
Front page only will be sufficient. (WAC 196-23-010 & 196-23-020)
(BUILDING REVIEW NOTES)
1. Building codes referenced in the plans, including engineer's calculations reference 2012 IBC codes. As of July 1
2016, City of Tukwila requires all plan designs with notes to comply with the new adopted 2015 International and
Washington State Building codes. Please provide new plans and documents to reference the current State and
International codes including 2015 Washington State code amendments as follows:
2015 International Building codes (IBC)
2015 International Residential codes (IRC)
2015 Uniform Plumbing codes (UPC)
2015 International Mechanical codes (IMC)
2015 National Electrical codes (NEC)
2015 Washington State Energy codes (WSEC)
2014 Liquefied Petroleum Gas Code (NFPA 58)
2015 National Fuel Gas Code (NFPA 54) (for LP Gas installation only)
2015 International Swimming Pool and Spa code
2009 ICC/ANSI A 117.1 (barrier free codes)
Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other
documentation. The City requires that two 2 sets of revised plan pages, specifications and/or other documentation be
resubmitted with the appropriate revision block.
6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 � Phone 206-431-3670 • Fax 206-431-3665
In order to better expedite your resubmittal, a'Revision Submittal Sheet' must accompany every resubmittal. I have
enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted throu�h the mail
or by a messen�er service.
If you have any questions, I can be reached at 206-431-3655.
Sincerely,
` ��
Bill Rambo
Permit Technician
File No. D16-0198
6300 Southcenter Boulevard Suite #100 • Tukwila Washin�ton 98188 � Phone 206-431-3670 � Fax 206-431-3665
f
July 29, 2016
City of Tukwila
Department of Community Develapment
6300 Southcenter Blvd, Suite #100
Tukwila, WA
206.431.3670
Re: Correction Letter #1
Develapment Permit Application #: D16-0198
Burtington Coat Factory — 17480 Southcenter Pkwy
Allen Johannessen
In regards to your structuraf review comments from July 29, z016; we offer
the following response:
BUILDING REVIEW NOTES
1. Changed International Building Code form 2012 to 2015 on page 3 of the
calculations and on sheet S1 of the plans. This will not affect the current design ar
calculations.
Shoufd you have any questions or concerns, please contact us directly at 972-283-
5111.
Sincerely,
Jd�'. Hill, P. E.
President
JPH:CD
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JOE P. HILL, P.E.
CONSULTING STRUCTURAL ENGINEERING
1801 N. Hampton Rd., Suite 440
DeSoto, TX 75115-2399
972-283-5111
���� �i�K�NILP,
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��� 2 9 2016
r�E���� C��TER
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PLAN REVIEW/ROUTING SLIP
PERMIT NUMBER: D16-0198
DATE: 07/29/16 �
PROJECT NAME: BURLINGTON COAT FACTORY
SITE ADDRESS: 17480 SOUTHCENTER PKWY
Original Plan Submittal
X Response to Conection Letter # 1
DEPARTMENTS:
�S �� �.- --1 �P
Building Division
Revision # before Permit Issued
Revision # after Permit Issued
Fire Prevention � Planning Division ❑
Public Works � Structural � Permit Coordinator �
PRELIMINARY REVIEW: DATE: Og�02/16
Not Applicable � Structural Review Required �
(��.o approva.1/review required)
REVIEWER'S INITIALS: DATE:
APPROVALS OR CORRECTIONS: DUE DATE: OgI3O�16
Approved
❑ Approved with Conditions �
Corrections Required �
(correctrons entered iri Reviews)
Notation:
REVIEWER'S INITIALS:
Denied �
(ie: Zon.ing Issues)
I_�7s111��A
Permit Center Use Only
CORRECTION LETTER MAILED:
Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials:
ivisizm3
PERMIT COORD COP�
PLAN REVIEW/ROUTING SLIP
PERMIT NUMBER: D 16-0198
DATE: 07/20/16
PROJECT NAME: BURLINGTON COAT FACTORY
SITE ADDRESS: 17480 SOUTHCENTER PKWY
X Original Plan Submittal
Response to Cor�•ection Letter #
DEPARTMENTS:
,,�- �anr jZ �a�-c�°
Building Division �
Revision #
Revision #
,��1 �- ���� � �
Fire Prevention �
before Permit Issued
after Permit Issued
Planning Division ❑
Public Works ❑ Structural ❑ Permit Coordinator �
PRELIMINARY REVIEW: DATE: 07/21/16
Not Applicable ❑ Structural Review Required ❑
(no approval/r•eview required)
REVIEWER'S INITIALS: DATE:
APPROVALS OR CORRECTIONS: DUE DATE: OgI1gI16
Approved
❑ Approved with Conditions ❑
Corrections Required � Denied ❑
(corrections entered in Reviews) (ie: Zoning Issues)
Notation:
REVIEWER'S INITIALS: DATE:
Perinit Center Use O�:ly
CORRECTION LETTER MAILED: ��� v _ �,�
Departments issued corrections: Bldg � Fire ❑ Ping ❑ PW ❑ Staff Initials:
iznanoia
ALEGIS RESTORATION INC
Hume Fspaiiol Contact
Safety & Health
UVashington State t?epartment of
�abvr 8c industri�s
ALEGIS RESTORATION INC
Owner or tradesperson
Principals
JONES, BARRIE GLYN, PRESIDENT
PRICE, MICHAEL RAY, VICE PRESIDENT
PRICE, MARK ALLEN, SECRETARY
EVERTON, ROBERT K, TREASURER .
Doing business as
ALEGIS RESTORATION INC
WA UBI No.
603 110 139
License
Page 1 of 2
Search L&I �� � ' r
A-%.Index fIelp 34} I.�:I
Claims & Insurance Workplace Rights Trades & Licensing
3701 S Nortolk St, Ste 300
SEATTLE, WA 98118
206-725-0385
KING County
Business type
Corporation
Governing persons
BARRIE
GLYN
JONES
MARK A PRICE;
MICHAEL RAY PRICE;
ROBERT K EVERTON;
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.
ALEGIRI890K6
Effective — expiration
OS/19/2011— 05/19/2017
Bond
_....
Travelers Cas and Surety Co of America
Bond account no.
105904136
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04/29/2013
Bond history
Insurance
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Rolicy no.
BV01663687
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07/01/2016
$12,000.00
Effective date
05/16/2013
Expiration date
Until Canceled
$1,000,000.00
Effective date
06/28/2016
https://secure.lni.wa.gov/verify/Detail.aspx?UBI=603110139&LIC=ALEGIRI890K6&SAW= 8/3/2016
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LAND RD WNER ' PLUMBING ENGINEER: c� �
LO (O ) STRUCTURAL ENGINEER: U �
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KIMCO REALTY LUND OPSAHL JET INDUSTRIES ��
I BELLEVUE, WA 98006 SE #F4 i201 FIRST AVENUE SOUTH, SUITE 310 1935 SILVERTON RD. L� �
� P: 425.373.3905 SEATTLE,' WASHINGTON 98134 SALEM, OR 97301 �� °
ATTN: TIM HAMANN P: (206) 402-5156 P: 503.798.4401 �� �
;TTN: ADAM SLIVERS ATTN: HAL SPENCE °' � 3
E: THAMANN@KIMCOREALTY.COM E: HAL.S JETINDUSTRIES.NET ���
� F: ASLIVERS@LUNDOPSAHLCOM @ c� � � N��
TENANT � � � N � �
BURLINGTON STORES, INC. MECHANICAL ENGINEER: a� L Q N�' �
� 4287 ROUTE 130 SOUTH ELECTRICAL ENGINEER: � Q� N��
E D G E W A T E R P A R K, N J 0 8 0 1 0 °,1ET INDUSTRIES L Q� d- cv N
1935 SILVERTON RD. JET INDUSTRIES Q �, co co �
P: 609.387.7800 EXT. 71180 �ALEM, OR 97301 1935 SILVERTON RD. ��� N�.3
s F: N/A '
P: (503) 363-2334 SALEM, OR 97301 � � � �- � �
ATTN: DEAN DIPALO ����: �!M COOK P: (503) 363-2334
E: DEAN.DIPALO@BURLINGTONSTORES.COM � c- ATTN: DAVID ROOT P.E.
a E. JIM.C@JETINDU� fRIES.NEI" -
ARGHITECT E: DAVID.R@JETINDUSTRIES.NET
VI i JJW ARCHITECTS AND PLANNERS, LLC LIGHTING -
5628 AIRPORT WAY SOUTH, SUITE 112 �;, CARMEN BLAKELY
SEATTLE, WA 98108 E: CARMEN.B@JETINDUSTRIES.NET
P: 206.420.2242
� � F: 206.260.9595 ,
ATTN: DAN RASMUSSON �
E: DRASMUSSON@JJWARCH.COM
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�
APPLICABLE CODES Q � �
1. FLAME SPREAD & SMOKE DEVELOPED RATINGS: 2012 INTERNATIONA� BUI�DING CODE 2008 NATIONAL ELECTRICAL CODE (NEC) `..o � ; �� f
NFPA 70 � � �
1.a. ALL FINISHES TO BE AS NOTED & SHALL NOT HAVE SMOKE DEVELOPED RATINGS GREATER THAN 450. (�B�) ( ) �
1.b. INTERIOR FINISHES OF WALLS & CEILINGS IN ALL ROOMS OR ENCLOSED SPACES SHALL HAVE A CLASS C FLAME SPREAD INDEX 76-200; SMOKE DEVELOPED + WAC 51-50* + PART f A���D PART 3, 2009 � �� � 3a
+ O R D. 6 1 1 3, C H A P. 2 3. 0 5 & 2 3. 1 0"* W A S H I N�� T O N C I T I E S E L E C T R I C A L � �
INDEX 0-450. INTERIOR FINISHES OF EXIT ENCLOSURES & EXIT PASSAGEWAYS SHALL HAVE A CLASS B FLAME SPREAD INDEX 26-75; SMOKE DEVELOPED INDEX i� _�� � _�� ..}_�� + ICC A117.1-2009 ACCESSIBLE AND CODE***�; o �
0-450. ASTM E 84. IFC TABLE $03.3. � ���,����� ��;,r�., �� � `�� �� fi � ��r���t�,��c����r�.�." -swt�ih�= � � � � ��.. `��
� ' � `� ��: ����vri�k�e'S�St�uK�n� �� � ' � `� ��� USABLE BUILDINGS AND FACILITIES 2012 INTERhdATIONAL MECI-�ANICAL CODE
� ��
k �
1.c. MATERIALS USED AS INTERIOR TRIM SHALL HAVE A MINIMUM CLASS C FLAME SPREAD & SMOKE DEVELOPED INDEX & SHALL COMPLY WITH ASTM E 84. �� ,���'� �`�Y�4� ���.,� N l�"� � r 2012 INTERNATIONAL RESIDENTIAL CODE (IMC ' �
� �,,, �,-� , ,�€•��.; � �.:� ,�" > � * �''.,.
o �,s �� �� � „ � �.. � I RC + WAC 5 , -52 �
COMBUSTIBLE TRIM SHALL NOT EXCEED 10 /o OF THE AGGREGATE WALL OR CEILING AREA IN WHICH IT IS LOCATED (IFC 804). ��.--� �� ��� �� y -� ( )
�.� �. ..g.. �- k �,.{; �� �-� ,� � _ �
' ' - s�a �, � , . � ..��` ; � � . : + WAC 51-51 * + ORD. 6�S 13, CHAP. 23.50** �
1.d. INTERIOR WALL & CEILING FINISHES SHALL COMPLY WITH NFPA 286 TESTiNG MEASURES. iNTE�IOR FLOOR FINISHES SHALL COMPLY WITH NFPA 253 WITH A y ���,� - �, � + ** 2012 WTERPyATIONAL NATIONAL FUEL
' ORD. 6113, CHAP. 23.12 � �
CLASS 2 CRITICAL RADIANT FLUX > 0.22 WATTS / CM2. FLOOR FINISHES IN EXIT / ACCESS CORRIDORS SHALL BE CLASS 1 CRITICAL RADIANT FLUX > 0.45 WATTS - s,s���,� ' �; �$µ ~_'�' ° Q 2012 WASHINGTON STATE ENERGY CODE AND GAS CODE (IFGC)
/ CM2. 'r� �„� � ��� �� o � (WSEC) + WAC 51-52-21000
� � 4Ye tfizic�5r�taihc�nteP r, � n � x *
1.e. INTERIOR FINISH MATERIALS SHALL BE APPLIED SO THAT THEY WILL NOT BECOME READILY DETACHED WHERE SUBJECTED TO 200 DEGREES F. FOR NOT LESS ���. ��'��,�,', �� � ��� ��� �� � + WAC 51-11* 2012 UNIFORM P�uMBING CODE (UPC)
,� � � � �
�� -s,6�,,s�- s�Fa.�,st �� : _ � �� �� � �- � � ' 2012 INTERNATIONAL FIRE CODE IFC + WAC 51-56* �
THAN 30 MINUTES (IFC 803.2). �� � �� � '�� .� � � _ � -`� ������s� � �
1.f. THE REQUIRED FLAME SPREAD OR SMOKE DEVELOPED INDEX OF SURFACES IN EXISTING BUILDINGS MAY BE ACHIEVED BY APPLICATION OF APPROVED FIRE ��'�'�`�`�` ' �� � -� "' + WAC51-54A* + ORD. 6113, CHA,P. 23.60*:*
= w,r� + ORD. 6114, CHAP. 23.11***
RETARDANT COATINGS & SHALL COMPLY WITH NFPA 703 (IFC 803.4). �}6����: � �-�� - �
2. ALL ELECTRICAL WORK SHALL CONFORM TO LOCAL CODES, THE REQUIREMENTS OF THE NATIONAL ELECTRICAL CODE, & NFPA 72. s�- st�o;f,s2 �� � � OCCUPANC`( CLASIFICATION
��� � "�r�} S.t�a(=tl:�irT�i'� Z '
3. THE CONTRACT WORK SHALL INCLUDE FURNISHING ALL MATERIALS, EQUIPMENT, T04LS, LABOR & SERVICES NECESSARY F�R COMPLETION OF THE PROJECT. ;� �;� ��
�. �� ; �i�� s�arsa:ast
4. THE G.C. SHALL PERFORM ALL WORK IN CONFORMITY WITH THOSE LAWS HAVING JURISDICTION WHETHER OR NOT SUCH WORK IS SPECIFICALLY SHOWN ON � � ,�', �`��"��Fefs:'� CLASSIFICATION ACTUAL SF NET SF/PERSON TOTAL OCCUPANCY
THESE DRAWINGS, INCLUDING ALL SEISMIC REQUIREMENTS. THE G.C. SHALL PROCURE & PAY FOR ALL NECESSARY BUILDWG PERMITS & SHALL BE REIMBURSED � 5������ � �� � � M MERCHANTILE 38,481 SF 3� SF/F'ERSON 1,284 PERSONS
FOR GENERAL BUILDING PERMIT COSTS BY OWNER. BUSINESS LICENSE COSTS ARE NOT REIMBURSABLE. '�� � O
5. THE G.C. SHALL BE RESPONSIBLE FOR THE QUALITY OF WORKMANSHIP & FOR COMPLIANCE WITH THE DESIGN. THE G.C. SHALL CORRECT ALL ERRORS & t�� � s � �"X FLOOR AREA (SF): INTERIOR + EXTERIOR ALTERATIOi� ONLY - NO ADDED OVERALL AREA
� � E�rsc -bv �� :st�t-�Tst�t -� ����
DEVIATIONS AS REQUESTED BY THE OWNER. "` �'� '
,
, :, � :
� , �' C° � �' �. � ` , , �ICEa seatcle w
6. G.C. SHALL BE RESPONSIBLE FOR QUALITY OF ALL REFURBISHED MATERIALS. ALL REFURBISHED MATERIALS TO APPEAR NEW. ��� ,�� ��� � �:�`��''f�st '�~i'�j � �;���,y5k CONSTRUCTION TYPE
� � �, �, �� .� �.`
7. THE G.C. SHALL PROVIDE & INSTALL FIRE EXTINGUISHERS PER CFC STANDARD 10-1 :e�� � � � � '
8. ALL WOOD BLOCKING, STUDS, PLYWOOD, ETC. TO BE FIRE RETARDANT. � '� � �� � � � �� -� � " � `" �� � ���`'" ���'� `-= �-��
� ` � � �� � -� � ��� � � � � � �,.,�, :� � �� �;�� CONSTRUCTION TYPE VB - FULLY SPRINKLED �' � - ��, .� �'�-�t,��T
ELEVATIONS, ANGLES, & EXISTING CONDITIONS BEFORE PROCEEDING WITH THE AFFECTED ORK & �� 4 �R` NUMBER OF STORIES - SINGLE STORY ��°a��-;y =-�� �'��:
9. AT THE TIME OF SUBMITTING FINAL BID, THE G.G SHALL VERIFY ALL RELEVANT DIMENSIONS, f�� ��� � � � �,� ¢
NOTIFY THE ARCHITECT OF ANY DISCREPANCIES IMMEDIATELY. ALL DISCREPANCIES SHALL BE RESOLVED PRfOR TO PROCEEDING WITH AFFECTED WORK. �� ��°' � -- - � � �'.;.-..:.�.-r�,.�-�
10. THE G.C. SHALL CONTACT THE OWNER / TENANT IMMEDIATELY IF THEY ENCOUNTER ANY HAZARDOUS MATERIALS. ���t� s�- `� � ��-°=-. t� = ° ��`� DEMISING WALLS: 1 HOUR RATED � � _,'�
� , �
� �� �f � '' MECHANICAL ROOM WALLS 1 HOUR RATED �
11. EXACT LOCATIONS OF PIPING, DUCTWORK, CONDUIT & FIXTURES SHALL BE COORDINATED BETWEEN CONTRACTORS & SUBCONTRACTORS TO AVOID INTERFERENCE. - �, �`�} `�-� ����� < = ^ � � �-..�
12. EXISITNG SPRINKLER SYSTEM SHALL BE MODIFIED. HEAD REPLACEMENT TO MEET ALL LOCAL & NATIONAL CODES INCL. NFPA-13. � `�' �- �"
13. EACH CONTRACTOR SHALL COORDINATE ARCHITECTURAL DRAWINGS WITH THE PLUMBING, MECHANICAL & ELECTRICA� �if�AWINGS & ALL SPECIFICATIONS BEFORE PROCEEDING WITH THE WORK & BURLINGTON COAT FACTORY PARKING �
PARKWAY SUPERCENTER NO ADDED OVERALL FLOOR AREA - NO CHANGE TO EXISTING COUNT �,,, �'" �`��'
SHALL NOTIFY THE ARCHITECT OF ANY DISCREPANCIES OR CONFLICTS IMMEDIATELY. ALL DISCREPANCIES SHALL BE RESOLVED PRIOR TO THE CONTRACTOR PROCEEDING WITH AFFECTED WORK. ��4so souTHCENTER PaRKwaY k�T $ f'°::'�� ���' .
14. SHOULD ANY OF THE DETAILED INSTRUCTIONS ON THE DRAWINGS CONFLICT WITH THE NOTES OR SPECIFICATIONS OR WiTH EACH OTHER, THE STRICTEST PROVISION SHALL APPLY. TUKwi�a, WA 98188
15. ADDITIONAL WORK, IF APPLICABLE, MUST BE AUTHORIZED IN WRITING BY BOTH THE BURLINGTON CONSTRUCTION PROJ��T MANAGER & ARCHITECT AFTER THE FORMAL REQUEST FOR INFORMATION Q� ����� �� � •
(RFI) PROCESS HAS BEEN COMPLETED (GC ISSUES AN RFI TO THE ARCHITECT, IF THE CLARIFICATIONS AND / OR SUPPLEMENTAL INFORMATION INVOLVE AN ADJUSTMENT IN THE CONTRACT SUM, THE ,J � �`
ARCHITECT SHALL ISSUE A WORK CHANGE PROPOSAL REQUEST TO THE G.C. TO �BTAIN PRICE QUOTATIONS NEEDED �JR NEGOTIATING CHANGES IN THE C�NTRACT FOR CONSTRUCTION). �- z I
16. JOB SITE CLEANING: DURING DEMOUTION & CONSTRUCTION, THE JOB SITE & BUILDING INTERIOR SHP,LL BE CLEANED ON A LAILY BASIS, INCLUDING REMOVAL OF TRASH, RUBBLE, DEBRIS & , �'. z`__ . R
O R G A N I Z A T I O N O F M A T E R I A L S & E Q U I P M E N T. U P O N C O M P L E T I O N O F T H E W O R K, T H E J O B S I T E & B U I L D I N G I N T E R I O R S H A'_ L B E T H O R O U G H L Y C L E A N E D, I N C L U D I N G A R E A S O F T H E B U I L D I N G M A D E NOT TO SCALE .. ,
DIRTY BY CONSTRUCTION WORK. THE G.C. SHALL REMOVE TRASH, RUBBLE, TOOLS, EQUIPMENT & EXCESS MATERIALS FRiaM THE PREMISES. THE BUILDING IS TO BE LEFT IN PERFECTLY CLEAN ' "`'"`
CONDITION. �� � �� A � ' .
17. G.C. IS TO PROVIDE SUPERVISION OF ALL TRADES / SUBS (INCLUDING THOSE HIRED BY BURLINGTON) AS WELL AS ON-SI"fE.SUPERVISION UNTIL THE STORE'S GRAND OPENING. G.C. & E.C. TO BE ON -
SITE GRAND OPENING DAY IN CASE OF EMERGENCY. � � � � � � � ' �' �
18. STAGING AREA WILL BE CONTAINED TO AN AREA AS DICTATED BY THE BURLINGTON PM. -�!
19. G.C. IS REQUIRED TO HAVE 30-YARD DUMPSTERS AVAILABLE DURING CONSTRUCTION & THROUGH THE FIXTURE INSTALL PROCESS , AT A LOCATION APPROVED BY THE LANDLORD, MALL OR OWNER. PARCEL ID: 262304-9110 �
20. MAINTAIN A CLEAR AND UNOBSTRUCTED PATH TO EXITS. NEW EXIT CORRIDOR TO BE COMPLETED F�RIOR TO CLOSING OFF COMMON MALL AREA FOR NEW WORK. REV►StONS
�o ch�►���; �.�-,�
ZONING: TUC - TUKWILA URBAN CENTER , F, � b^ r�nde to the scc�pe
21. PROVIDE WORK AND MATERIALS IN ACCORDANCE WITH APPLICABLE CITY, COUNTY, AND LOCAL BUILDING AND FIRE CODES AS REQUIRED. IN CASE OF CONFLICT ` of °-�:: t,- � F-� �,�
n PORTION OF SE 1/4 OF SW 1/4 - BEGIN NE CORNER TH S C�-1''-�5 W TO SE CORNER OF SW � ����-=ov�i of
WHERE THE METHODS OR STANDARDS OF INSTALLATION OF THE MATERIALS SPECIFIED DO NOT EQUAL OR EXCEED THE REQUIREMENTS OF THE LAWS OR �� �- f '`� -� �J �?��;;,��_
ORDINANCES, THE LAWS OR ORDINANCES ARE TO G�VERN. NOTIFY ARCHITECT OF CONFLICTS. �� 1/ 4 T H W L Y AL O N G S L I N E T O A L I N E 6 F E E T D I S T A N T N E L Y M E A S A T R/ A F R O M E L Y ������� � -�� .., �-� a� ��
I \7130115KIR , tt! f� s:,�, (��'.',/ t�n submit±ai �
22. WORK IS GOVERNED BY CONDITIONS AS INDICATED IN CONTRACT DRAWINGS AND SPECIFICATIONS �OR BUILDINGS. � �, AREA OF WORK MARGIN OF SOUTHCENTER PARKWAY TH NWLY ALQtiG SAID LINE TO POINT WLY OF POINT �� r' �l ��i�.--�' 4�'� :s��►�1 p;an revi�5� fE2s. !
23. DRAWINGS AND SPECIFICATIONS: STRUCTURAL, PLUMBING MECHANICAL, ELECTRICAL AND FIRE PRUTECTION ARE SUPPLEMENTARY TO THESE DRAWINGS. � ;� OF BEGINNING TH ELY TO POINT OF BEGINNING LESS PORTION IN MINKLER BLVD '
�!; ,
NOTIFY ARCHITECT OF DISCREPANCIES BETWEEN THE CONSULTANTS' DRAWINGS WITH A WRITTEN REQUEST FOR CLARIFICATION. WORK INSTALLED IN CONFLICT �. -:
WITH THESE DRAWINGS OR SPECIFICATIONS IS TO BE CORRECTED BY THE CONTRACTOR AT NO EXPENSE TO THE OWNER, TENANT, OR ARCHITECT. -a � �' __` _ . ' � �_, _. : , . _. __ _ _ -: : ., ... -- ,_ .: r esdayMorning �
I Tu
. _. �
24. VISIT JOB SITE AND VERIFY FIELD DIMENSIONS AND CONDITIONS AND NOTIFY ARCHITECT OF DISCREPANCIES BEFORE PROCEEDING WITH WORK. � � --------�
25. OBTAIN PERMITS AND APPROVALS REQUIRED. o,� �' `` HomeF=��S ����,�x � cost �� o David�s ; maCy's F; � �Y �� L� �� I I_ D I � P E I� IT �TE�
26. WALLS ARE TO BE INDEPENDENTLY SUPPORTED FOR SEISMIC CONDITIONS IN BUILDING JURISDICTIONS WHERE APPLICABLE. m�; o:s�r.� vo ,. ` J���;` �� 26,2"5` ,�ooS ` 25,,6nf m Br'da� F°�"'t°�eca°ery ` j
t
L i , zs,tacsi .�' � y �t� c`�chae�S n�nv�anl ',' � �!� , ; ;
�+ (� [� �, , � �;s�f � ZH,Z5z5i 4o,00asf r 79,��� �;: ,,� �f �� -------------�---_ .--_t294�`____�__ __°��fi'�5' ; R HITECTUAL = SEE SPECIFIC SHEET FOR MORE INFORMATION
27. PROVIDE AUDIBLE AND VISUAL ALARMS PER CODE. THESE ARE TO BE OPERATIONAL IN NEW EXIT CORRID R PRI R T L IN FF MM N MALL AREA F - Q - �,�.. e<; I A C (
O O O � Ot7 � O l�O O Of � r ,� .., a : . '��� . �� 12,793sf �� . ��� �fp�/f�,'f,'� � a,. . -
NEW WORK. C� ' � .��. �_� . - -- -- ;-=--- -: ' --_ __ __; �; p �`� ��`/,��� " ' ' ' ' � �_ - ALL SYMBOLS ARE NOT NECESSARILY USED)
C •_` _ � _-'_- y yl � - _ _ � �.- � �
_ __ __ . ��..
, 40005t : AmericasBest - � �- d °' =-� - ; •
28. PROVIDE SPRINKLER SYSTEM IN NEW CORRIDOR PER NFPA 13 PROVIDE SPRINKLER STANDPIPE TO NEW TENANT SPACE. COMPLY W/ TENANT FIRE PROTECTION � __ =- _= -�-� Y�-, .-� w� ` � Z=Zos� �": s�eeP S9�Sf -= � � �'� ° °
� � soao�r � � � i .❑ � � -, Hotiby Town i, - -
� ;; - - o ' d T� .�- �
' s�s�5r Lifewa Christian St m�
CRITERIA AS NOTED ON THIS SHEET. �-eacna�gaaYwo�ks, _
� . '. i . � R �� 924s --- _ '
�f..: _. _ __. ._�_. .. � _ �1-
_. _ -
' ' - _ � ' - '�_ _ �= �. , q c' .. Famous Daves ezao:r f � -. -'
' ; y ore -.- - - - --
29. PROVIDE FIRE TREATED WOOD OR EQUIVALENT SHEET METAL BLOCKING REQUIRED FOR WALL AND CEILING MOUNTED ITEMS ' � a ' -- �" l �
� I j i � �� � .-: _ ,�- � J �.
� � � . � ; Ulta Cosmetics `-- - , - �_ _ _ _'; --��
_ _
30. DAMAGE DUE TO ADJACENT WORK BY CONTRACTOR OR CONTRACTOR S FORCES ARE TO BE REPAIRED AT CONTRACTOR S EXPENSE. �,,,8�55f
i _ __: �� _ : _. �- j _ ' ": ` ,�! /�`__/
� - SprmtPCS ; �
31. ASSUME PIPES, CONDUITS, VENTS, ETC. TO BE EXPOSED, UNLESS NOTED AS FURR AND FINISH ON CONSTRUCTION DRAWINGS. 200o�s ; rna�Ma�� 2°°°5� ;,;_ Stanford�s . - � ;, „ :-- �- 169 DOOR NUMBER
' I i Capriotti's Sandwich Shop_ Bar & Griil W�ng Stop z000st - ;� !
� ..�
i � � ' - ry � � Paufic Dental ssoost " � ; !
32. INVESTIGATE AND VERIFY LOCATIONS OF STRUCTURAL, MECHANICAL, AND ELECTRICAL ELEMENTS AND OTHER EXISTING CONDITIONS PRIOR TO BEGINNING THE � Rfu Y CotdStoneCreame ,
�� � ! ! ii BOUOsf � r;�d;;, � ._ ' -. � �; -_ , f r•.\F i'rri.�.^_�
WORK. i 92365f , ; _;i " , �enterParkway 169 ROOM NUMBER
�
33. DO NOT SCALE DRAWINGS: USE DIMENSIONS SHOWN ON THE DRAWINGS AND ACTUAL FIELD MEASUREMENTS. NOTIFY ARCHITECT OF DISCREPANCIES. _=.. '___�_ --- __�` gou�h
-_ - - ----
DEVIATIONS FROM DIMENSIONED LOCATIONS REQUIRE ARCHITECT APPROVAL. ' (,,
34. "ALIGN" MEANS TO ACCURATELY LOCATE FINISHED FACES IN THE SAME PLANE. OFFSET STUDS WhtRE REQUIRED TO ASSURE FLUSH WALLS AT COLUMNS. � B WINDOW TYPES ������ �o �J� ��j i'
� Q
35. COORDINATION: VERIFY AND COORDINATE THE WORK OF TRADES TO ASSURE COMPLIANCE WITH THL DRAWINGS AND SPECIFICATIONS. � � � �
F' �' �j=� f� ����f i� �tt '� fo e�rs �nd or:��i��io��.
36. NOTIFY ARCHITECT, IF INFORMATION IN THE DRAWINGS IS INCOMPLETE OR IN CONFLICT, FOR CLARIFICATION. 1� KEY TO WALL FINISH SCHEDULE �-,� ,_,� r z__:.r z• �
� ....� `, �. �:� � .?��� �������t�s ��� ��� ������?� Q
37. UNLESS NOTED OTHERWISE, ALL DOORS ARE TO BE LOCATED AT 4" FROM INSIDE FACE OF PARTITION TO EDGE OF DOOR JAMB. (HINGE SIDE ONLY) I ��
� ._T ,T � � �.� �; �c��ie� ��� �� ����r��t�. ����i� °t
38. ANY REFERENCE MADE TO CONTRACTORS, INCLUDING BUT NOT LIMITED TO L.L.C., G.C., OR E.C., IN�ICATES WORK WHICH IS THE SOLE RESPONSIBILITY OF THE OB KEY TO FLOOR FINISH SCHEDULE . s,.� `' U W Q
LANDLORD'S GENERAL CONTRACTOR UNLESS SPECIFfCALLY NOTED. � _ , . . . � ��y " �'� "��'� ��� ���L"�°�=�� �� �w�+���=��d: Q z 0-
39. PUBLICLY ACCESSIBLE PORTIONS OF THE BUILDING INCLUDING SIDEWALKS, ENTRY RAMPS, AND EXIT DOORS SHALL COMPLY AT A MINIMUM WITH THE AMERICANS � � � Z= ' ������ � LL W�. �
WITH DISABILITIES ACT, TITLE III, AND LOCAL ARCHITECTURAL BARRIER BOARDS. � �� O KEY TO CEILING FINISfl1 SCHEDULE �;: „ ��" � U W
J p D�de: __ �/� � l,� � I- 00
40. DETAILS REFERRED TO AS "TYPICAL" SHALL BE CONSIDERED AS A TYPICAL CONDITION REPEATED TH�OUGHOUT THE PROJECT, WHETHER REFERENCED OR NOT. NOT TO SCALE � Z j O� z p� p
41. CONTRACTOR TO COORDINATE TENANT SHELL PACKAGE WITH TENANT T.I. DRAWINGS TO LOCATE BLOCKING OR PLYWOOD SHEATHING. D KEY TO WALL TYPES � W � W�
L� Cit�j/ �` ��$i�lia� � �..�
GENERAL TEiV�4NT FIRE SUPPRESSION DESIGN CF�IiEf�IA: BU��`D��°'���� w z�_�>
1. FIRE SPRINKLER DRAWINGS FOR THE SITE AND BUILDING CONSTRUCTION AND ANY OTHER ASSOCIATED LANDLORD WORK SHALL BE SUBMITTED AND REVIEWED MATERIAL KEY & GRAPHIC ABBREVIATI�NS � .- COLUMN CENTERLINE' . = O��>
BY THE TENANT ARCHITECT CONCURRENT WITH THE LANDLORD'S SUBMISSION OF THE DRAWINGS TO THE LOCAL AHJ. � C7 Q O�
AB ANCHOR BOLT FD FLOOR DRAIN SF SQUARE FEET ` � 7���I
2. LANDLORD'S FIRE SUPPRESSION CONTRACTOR IS RESPONSIBLE FOR OBTAINING ALL PERMITS AND INSPECTIONS FROM THE LOCAL AHJ FOR THEIR OWN SCOPE a,cT ACOUSTICALCEILING FE FIREEXTINGUISHER SPECS SPECIFICATIONS L
GROUT MORTAR BRICK TILE FIN FINISH STRUC75TRUCTURAL � � �� O�
OF WORK. � � ADJ ADJUSTABLE FM FACTORYMUTUAL STL STEEL
AFF ABOVE FINISH FLOOR FR FIRE RATED SS STAINLESS STEEL A_� SECTIO�! MARK �� ��
3. LANDLORD IS REQUIRED TO PROVIDE ELECTRICAL CONNECTIONS FOR THE FIRE ALARM MONITORING SYSTEM FROM ALL EXTERIOR PIV AND SHUT OFF VALVES ALT ALTERNATE FRT FIRERETARDANT T/BM TOPOFBEAM ���g��p ���
PLYWOOD CONCRETE BLOCK ALUM ALUMINUM TREATED TEMP TEMPERED � ����
TO THE BUILDING (TO BE LOCATED BY THE TENANT ARCHITECT AND SUBJECT TO THE AHJ). � � ARCH ARCHITECTURAL Fs FLOORSINK TG TRUSSGIRDER 5 ��i�� �C3S�1�'LIA�C� � m� ��-
BJ BARJOIST FV FIELDVERIFY T&G TONGUEBGROOVE ���g��q���
4. ANY SPRINKLER HEADS PLACED BY LANDLORD SHALL BE PER TENANT STORE LAYOUT PLANS AND BE IN COMPLIANCE WITH LOCAL CODE REQUIREMENTS. � � BLDG BUILDING �rc FOOTING TIJST TOPOFJOIST ENLARGED PLAN/ �"� �`�
� �� RIGIDINSULATION STEEL BLK BLOCK GA GAUGE TIST TOPOFSTEEL A_� � DETAIL R�FERENCE
SPRINKLER HEADS IN EXPOSED FINISHED SOFFITS, CANOPIES, RECEIVING POD, DRYWALL CEILINGS, AND FINISHED CEILINGS BELOW 11 -0 WITH VIEW OF BLK�c BLOCKING GALV GALVANIZED roM TOPOFMASONRY I A�� p 2��16 DATE REVISION
THE PUBLIC SHALL HAVE SEMI RECESSED FLUSH HEADS. BAnoRB�aNKET •.� � BM BEAM GP GUARDPOST TOS TOPOFSLAB I -CONSTRUCTIONSET
INSULATION •••' CONCRETE BRG BEARING GWB GYPSUM WALL BOARD nP nPicA� fj 03-10-16
5. LANDLORD SHALL FURNISH TO TENANT AN APPROVED 5-YEAR CERTIFICATION FOR ANY SPRINKLER SYSTEM COMPONENTS THAT LANDLORD INSTALLS. � BTM so�noM HM HONLOWMEfAL uNo OTHERWSEED LY�' � RECEIVED
� '�+ �}^c CITY OF TU�WILA
EXISTINGCONSTRUCTION � REVISIONINDICATOR C/C CENTERTOCENTER HR HOUR VT TILE � 4„s��y� (�j i(,Eii�F�Ii��' �
6. ALL FIRE PIPING SHALL MEET THE MINIMUM STANDARDS OF A CORROSION RESISTANCE RATIO (CRR) OF 0� CJ CONTROLJOINT HT HEIGHT vcr VINYLCOMPOSITION 3 �U6�����,��J�I�� i::� �
NEWCONSTRUCTION CKT CIRCUIT HVAC HEATING,VENTILATING, TILE ELEVATIO�� KEY �
1.0 OR GREATER. � RODBSEALANT CLG CEILING AIRCONDITIONING VWC VINYLWALLCOVERING A-� _" """-"T"" '-"'` JUL 20 2016
COL COLUMN INSUL INSULATION W! WITH Q
7. WET PIPE SPRINKLER SYSTEM IS REQUIRED THROUGHOUT THE INTERIOR OF THE BUILDING. coNc CONCRETE JB JUNCTIONBOX w�o WITHOUT
OX DOOR IDENTIFICATION -�5- FLOOR ELEVATION CONST CONSTRUCTION LF LINEAL FEET REV I S I OI�f C LO U D W ITH PEI�II�IT �:E[VTER
8. HOSE RACK SYSTEM: 1-W' HOSE RACKS SUPPLIED FROM SEPARATE RISER (IF REQUIRED)C CONT CONTINUOUS LG LONG
' O GRIDLINE CONTR CONTRACTOR LLH LONGLEGHORIZONTAL REVISION DELTA TAG
9. CONTROL RISERS FROM FLOOR TO ROOF ELEVATION SHALL BE NOT LESS THAN 6" IN DIAMETER. c� CENTERLINE ��v LONGLEGVERTICAL
CMU CONCRETEMASONRY MASY MASONRY
X UNIT MFR MANUFACTURER REFER TO
10. DESIGN DENSITIES AND AREAS OF APPLICATION AS FOLLOWS: X SECTIONINDICATOR � DETAILINDICATOR
AXX AX. CRS COURSE MECH MECHANICAL
a. FOR OFFICES, VESTIBULE, CORRIDORS, HALLWAYS, MEN'S RESTROOM, WOMEN'S RESTROOM: LIGHT HAZARD- 0.10 GPM/SF OVER 1,500 SF; MAXIMUM oa D�Ei R MEOT METALRYOPENING DETAIL NUMBER
COVERAGE PER SPRINKLER HEAD= 225 SF DIM DIMENSION N�c NOTINCONTRACT �
DN DOWN NOM NOMINAL
b. ALL OTHER AREAS - STORAGE AND DISPLAY OF CLASS I- IV COMMODITIES ON SHELVES TO MAXIMUM 12'-0" STORAGE HEIGHT (NFPA 13 TABLE 12.1.10.1.1 os DOWNSPOUT Nrs NOTTOSCALE 2 ;
AND FIG. 12.1.10) -.20 GPM/SF OVER 1,500 SF ow DRYWALL o�c ONCENTER /
DWGS DRAWINGS PL PLATE, PROPERTY LINE SEE 2 A-1 A-1 �
EF EACH FACE PR PAIR
c. DESIGN AREA SHALL BE THE HYDRAULICALLY MOST REMOTE RECTANGULAR AREA HAVING A DIMENSION PARALLEL TO THE BRANCH LINE AND EQUAL TO �LEC ELECTRICAL Pr PRESERVATIVETREATED
EQ EQUAL RA� RADIUS
OR GREATER THAN 1.2 TIMES THE SQUARE ROOT OF THE AREA OF SPRINKLER OPERATION. ! EJ EXPANSIONJOINT REINF REINFORCE(ED) (ING) SHEET NUMBER -�- �
d. COMBINED HOSE STREAM ALLOWANCE = 500 GPM Ew EACHWAY REP REPRESENTATIVE
I EXT EXTERIOR REQD REQUIRED
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11. LOWER AND UPPER CANOPY AREAS ARE TO HAVE A SIDE WALL, DRY HEAD FIRE SPRINKLER SYSTEMiUNLESS OTHERWISE DIRECTED BY LOCAL AHJ. 2o�s-29-o0
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RECEIVED
CITV OF TIJKWILA
JUL 20 2016
lP�RNtIT' CENTER
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J�E P. HILL, P.E., I��,
CONSULTING STRUCTURAL ENGINEERING
1801 N. Hampton Rd.
Suite 440, DeSoto, Texas 75115
(972) 283-5111
FAX (972) 283-5113
ph, P.E. Job No. 16-279
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REVISION DATE
Rcviscd b rcducin and
Y S
1 rcarranging back of housc �/24/2015
and dccrcased tile aisle width
t0 6�-�u.
QRcviscd to single slidcr
2 cntrance, added a register, l0/23/2015
decrcased storage room &
adjusted front tile. Rclocatcd
baby kiosk to bc on wall.
3�• Addcd perimetcr aislcs.
• Rclocated Uaby kiosk to 1/04/2016
comer.
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ISSUED DATE
PRELIM. DISTRIBiJTION 9/17/2015
REVISED PRELIM. DIST. 9/23/2015
REV.2 TO LANDLORD 10/26/2015
PURCH. 5/ 19/2016
DRAWING TITLE:
FIX'T�JItE PLAN
DRAWN BY . TLA
CHECK. BY : DDP
SCALF ASNOTED
DATE 8/10/2015
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Ti�. Ui�i�IC�zNi i':�:
123i"
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S �- = 0250 IN 3
I x= o�n IN � 0 I I
IY= 023i IN 0 � �
Rx = 1.03q IN A A � �
�Y = 0.560 IN � � � �
� � � � �4StM ,41044
� I I NR 5tEE1�
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tYP. FRONt i�RO�ILE O� �RAME "B-I.UM"
UJAL�.
BY
OTNEf
WALL
MOUN�
T1'P
SEE
DETA
5,4/S2
tl'P. ENp PROFI�E
O� �R�4ME "B-IUM��
I(�1S—feqLLAl�I��l I�ISTRUCTIONS
WIREGRID BACK ASSEMBLIES
(ONE PIECE GRID, UP TO U96)
Step 1: Set up sheiving sections following display shelving installation instr�actions 01-13 using
either BR OR BRHD_ bottom rails. See retainer types on page 2.
TOP RAIL
(R_T) o
0
°aa
UPPER WIRE o
0
GRID S o
RETAINER
0 �
(RUS_) �II�-�, v o
EXTENSION
WIRE GRID
RETAINER
RAIL(RES_)
STANDARDC
BOTT'OM RAI
(BR )
HEAVY DUTY
BOTTOM RAI
(BRHD_)
6336 PERSHING DRIVE
O�v��� OMAHA, NEBRASKA 68110
p 2015 LOZIER CORPORATION 228-9882
� WALL ATTACHMENT DETAILS
Q N �
i (�
S cz(1
lL
X
IUALL MOUNT
BRACKET f DC219U
�• i
i
0
4 u�
�� �
a , �p
2x4J
BLOCKINCs
t7P.
2 x 4 BLOCKINCs
�
WALL MOUNT �
71'P.
�/a"� HILTI KB-tX At
16" O.C. MAX l2
BOLTS MIN.) 2J�i" � 11N.
Ei�EG71YE EMB�D.
� DETAII. �1
COfJGfiEiE WALL
II Y' � Ni—F+ �
$�"x�" LACx SCREUJ 2x-0� BLOCKING
THRdUCsH UPRITE INTO BLOCK
IMIN. 1�i2" PENEtRATION INtO (2) �i4��d�X4" TITEN
LUOOU f3LOCKINGs), IUITI-lOU7 LUALL MOUNt MA50NRl' SCR�U1
BRACIGE7 AT 24" O.C. MAX
l2) "lOx1�i2" U100D SGREUI V4" MIN. EMBEDMENt
tl-IROUCaI-I U1ALL MOUNT BRACIGET 1DC2191)
INTO BLOCK IMIN. 1��s" PENE7R,4tION INtO
U100D BLOCKINCx), IUITH IUALL MOUNT BRACIGET
AtTACN AS NEAR A5 DEYAIL �
� POS5IBL� t0 UPRITE MASONRI' �IAI.L RJi.LY G�JIiTEp CMU
WALL ,47t�4CNM�NT D�TAIL ,4T FRAME BU1M � BR12
StUDS A,T 16" O.C.
2 x UIOOD S7UD8 A7 2�" O:G. MAX. BY OTNER�
(E) DBL. 81LL PLATE MAX. BY 07HERS
At SIM. P�AGE 2 x 4 BLOGKING 2 x 4 BLOCKING
SCR�WS 1NT0
CENtER OF 2 x 6'8. �
BY OtNERS
(2) +'8 S�LF DRILL
11) $�"x4" LACx SCREIU SGREIUS A'f EAGN
A7 EAG!-i StUD 1"tEtAL STUD
17UJ0 STUDS MIN.)
DET�►IL C DETAIL D
WOOD SillD WALL METAL STUD WALL
INSiALLATION INSTRUCTIONS
WIREGRID BACK ASSEMBLIES
Step 2:
A) Install the lower horizantal wire grid retainer (RES_) on the bottomrail.
B) Install the wire grid back on top of the lower horizontal wire grid re:ainer, The wire grid back should locate in
the
channel of the lower horizontal wire grid retainer.
NOTE: See Figure 3 for wire grid back orientation.
C) On each side of the wire grid back, slide the vertical wire grid retainers (RES_) down between the uprite and
the wire grid back. The wire y; id back should locate in the channel of the vertical wire grid retainer. If the wire
grid back is taller than a nom 48, the vertical wire grid retainer will be a two piece retainer (RES_ and an RUS_).
MOTE: If using triple tra:.k wire grid retainers (RET_) with a centered hardboard back, slide the
hardboard back down the center channel of the retainers prior to installing the upper vertical
wire grid retainers (RUT_).
D) Install the upper horizontal wire grid retainer (RES_) on top of the r�ire grid back. The wire grid back should
locate in the channel of the upper horizontal wire grid retainer.
E) For systems with two backs vertically (taller than U96) go to page 3,
Systems U96 and shorter, go to step F).
F) Install the top rail (R_T).
RETAINER TYPES:
GRID
WG)
RETAINER
RES_
'--' 'J BOTfOM RAIL � — —
iEMBLY SINGLE TRACK DOUBLE TRACK
84691 REV A3 6336 PERSHING DRIVE
ECO# OMPCOA-368 07/31/15 ����� OMAHA, NEBRASKA E8110
PAGE 1 OF 6 pz015LOZIERCORPORATION 22$-9882
RET"AINER
R�— � EXTENSION
GRID RETAII
(RES_)
STAN DARD [
BOTTOM RA:
�BR_)
OR
HEAVY DUTI
TRIPLE TRACK BOTTOM RA
(BRHD_) �
84691 REV A4
ECO# OMPCOA-368 07/31/15 0����
PAGE 2 OF 6 p2015LOZIERCORPORATION
� MA7ER1,4L:
12 Cx,4. ASTM A526 COMMERCIAL
12 C��4. +-107 i@OLLED GOMMERCII�L
G2UA�17Y Gc,4LY�,NIZED SHEEi OR
QUA�171' SNEET PICKLED ,4ND OILED
����
i1'P
���
�
��n
aEF
i. US� TU10 l2) 3/S" D1,4. �diLtl KLUIK NUS-EZ aNCNORs
IUItN 2 1/2" NOMINAL EMBEDM�Ni PER ANCNOi� f'LAtE
IGC EYALU,4tION REPORT �SR-302�1. SPECIAL
INSPEC710N IS REQUIRED.
3. USE 5/1�" x 2 1/2" C,ARRI,4CiE BOLt t0 ,4t7ACN
70 �R4ME E
B,48� �'L�4t� DEt�41L �Ofi� �iz,4M� �1
SCALE: N.T.S.
Y
Ii�JST�eLLATl01�! INSTI�UCTIOfVS
�
WIREGRID BACK ASSEMBLIES
(MULTI-PIECE GRID, TALLER iHAN U96)
Step 3:
A) Install the splicer rail (R_S).
B) Install the lower horizontal wire grid retainer (RES_) on the splicer rail.
C) Install the wire grid back on top of the lower horizontal wire grid retainer. The wire grid back should locate in the
channel of the lower horizontal wire grid retainer.
NOTE: See Figure 3 for wire grid back orientation.
D) On each side of the wire grid back, slide the vertical wire grid retainers (RES_) down between the uprite and
the v�iire grid back. The wire grid back should locate in the channel of the vertical wire grid retainer. !f the wire
grid back is taller than a nom 48, the vertical wire grid retainer will be a two piece retainer (RES_ and an RUS_).
E) Install the upper horizontal wire grid ;etainer on top of the wire grid back. The wire grid back should locate in the
channel of the upper horizontal wire grid retainer.
F) Install the top rail (R_T).
TOP RAIL � �
(R_T)
SPLICER RAI
(R_S)
UPPER
WIRE GRID
RETAINER
(Rus_)
RETAINER
RED_
�
__URE 2
WIRE GRID ASSEMBLY WITH SPLICER
6336 PERSHING DRIVE 84691 REV A5
OMAHA, NEBRASKA 68110 ECO# OMPCOA-368 07/3 '
228-9882 PAGE 3 OF 6
3.�5" MIN. EDG-E--
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I-�4U5-�Z �4NCNOi�
- 3/�"j DIA. Nll.tl HUS-EZ
ANCNOI�s lU ITH 2 1/2"
MIN. EMBEDMENT t0
BE SCREWED DOWN
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INSTALL�4tlON TORQU� tnrer 40 �t. L
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Cli'Y 4�F TUKWtLA
JUL 20 2016
PIERnAI'T CENi'ER
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CONSULTING STRUCTURAL ENGINEERING
1801 N. Hampton Rd,
Suite 440, DeSoto, Texas 75115
19721 283-5111
FAX (972) 283-5113
Jph, P.E. Job No. 16-279
STORE NO:
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REVISION DATE
1QRevised by reducing and
rearranging back of house 9/24l2015
and decreased tile aisle
width to 6'-0".
�Revised to single slider
entrance, added a register, 10l23/2015
decreased storage room 8�
adjusted front tile. Relocated
baby kiosk to be on wall.
�• Added perimeter aisles.
3 • Relocated baby kiosk 1/04/2016
to comer.
ISSUED DATE
PRELIM. DISTRIBUTION 9/17/2015
REVISED PRELIM. DIST. 9/23/2015
REV.2 TO LANDLORU 10/26/2015
PURCH. 5/ 19/2016
DRAWING TITLE:
FIXTUI2E DE'I'AILS
DRAWN BY . TLA
CIIFCK. [3Y . DDP
SCALE ASNOTED
DATE 8/10/2015
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SPRINKLER ROOM
O
�
RECEIVED
CITY O� TUKWILA
JUL 20 2016
PERMIT �;�NTER
:,�# ' �. �5'.' /` a,s �
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EXPIRES
STORE NO:
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REVI5ION DATE
�Revised by reducing and
1 reairanging back of house 9/24/2015
and decreased tile aisle width
to 6'-0".
�Revised to single slider
2 entrance, added a register, ] 0/23/2015
decreased stornge room &
adjusted front tile. Relocated
baby kiosk to be on wall.
�• Added perimeter aisles.
3 • Relocated baUy kiosk to 1/04/201G
corner.
ISSUED DATE
PRELIM. DISTRIBITTION 9/17/2015
REVISED PRELIM. DIST. 9/23/2015
REV.2 TO LANDLORD 10/26/2015
PURCH. 5/19/2016
DRAWING TITLE:
FIXTURE PLAN
DRAWNBY : TLA
CHECK.IIY : DDP
SCALE ASNOTED
DATE 8/]0/2015
2" O.C.
1 � UPRIGHT
3/4'' \ / 1 1 /2��
� � �
�
��
0
.�
GA.
5 � HORIZONTAL BRACE (SPREADER)
1
1/2"Q� HOLES
2 � ANCHOR PLATE
Vp
�
16 GA.
ATi'ACH UPRIGHT TO
ATTACHMENT PLATE
W/#10x3/4"HEX
��` HEAD S.M.S.
� l
�
6"0 HOLES
VARIES
" X 14 GA. STRAP
�ACH W/ 10 x 3/4"
:X HEAD SCREW
(4) REQ'D PER
X-BRACE SET
VET AT CENTER
SEE ELEVATIONS FOR X-BRACING CONFIGURATION
6 � SIDE & REAR X-BRAC�iVG
2 1 /2"
� MIN_ EMBEDMENT �r
(1) REQ'D PER ANCHOR PLATE
3 � ANCHOR
4TTACH W/ #10 x 3/4"
MIN.) S.M.S. (3) EACH
PER BACK TO BACK
POST LOCATION
'
�
BACK TO BACK ATTACHNIENT DETAIL
16GA /� �
� .��� J 1 1 /2"
� �
� '
�
� �
� 0
� 0
� �
� �
� �
� �
� �
� �
��
��
TOP TIE
f�
,
I-- , 45,64
4 � SHELF
GENERAL CONFIGURA�'�ON (SHELVING)
NOTES:
1
2
3.
1 1/2"
� ��
4.
5.
TOP TIES ARE TO BE LOCATED AT EACH
END , ALSO EVERY �THER UPRIGHT IN
BETWEEN, BUT NC�T TO EXCEED 8'-0"
APART. AT INTERMEDIATES, FASTEN
UNDER TOP SHELF.
USE #10x3/4 SCREW TO SECURE THE TOP
TIES TO THE UPRIGHTS. (AS SH�WN)
SLAB CONCRETE STRENGTH = 3000 PSI MINIMUM
STEEL STORAGE RACKS DESIGNED IN ACCORDANCE
WITH 2O12 IBC
ANCHORS INDICATED ON DETAIL AND SHALL BE:
POWERS FASTENER WEDGE BOLT (ICC-ES ESR 2526)
HILTI KWIK BOLT TZ (ICC-ES ESR 1917)
OR ICC-ES APPROVED EQUAL
MINIMUM DISTANCE BETWEEN ANCHOR BOLT CENTER
TO ANY CONSTRUCTION JOINTS, CONTROL/EXPANSION
JOINTS OR SLAB CRACKS IS 4"
PROVIDE SPECIAL INSPECTION FOR EXPANSION
ANCHORS IN ACCORDANCE WITH IBC 1707.05
�--------�
I ��� ��� �
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. �
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LOAD CAPACITY
PER SECTION
350 LBS
�"'�,j�, S T�
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EXPI RES
1
CALCULATIONS BY:
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a�'.����£ 1��-.,. ��4��.� ��.F9,.^L.< ��L=.P f x'''��li�,�. �.
�:���.��i��. .i����k.°}����i�l�.`c��.��4�,.ri.����,.Pe~.� �.1.�: �
RECEIV�D
CITY C)F TUKWILA
JUL 20 2016
IP�RMIT CENTER
WARNING:
THIS DRAWING AND THE IDEAS PORTRAYED IN IT, ARE THE PROPERTY OF THE
MERCHANDISING EQUIPMENT GROUP, LLC. THIS DRAWING SHOULD NOT BE COPIED OR
DISTRIBUTED WITHOUT THE EXPRESS PERMISSION OF AN AUTHORIZED MEG EMPLOYEE.
ADDRESS:
BURLINGTON COAT
17480 SOUTHCENTER PKWY
TU KW I LA, WA. 98188
shop
�
. MEG
Merchandising Equipment Group, LLC.
502 South Green Street, Cambridge City, Indlana 47327-0240
TITLE:
SHELF SPACE SHELVING
SHEET 1 OF 1
DRAWING NUMBER:
CALC535 A