HomeMy WebLinkAboutPermit D19-0159 - TORRID - STORAGE RACKSTORRID - RACKING
17580 SOUTHCENTER PKWY
AP N : 2623049110
EXPIRED
05/31/2021
D19-0159
~/
y-\
Parcel No:
Address:
��^�xx °�� Tukwila
~~K~� uvo n U�m`wm�oa
Department of Community Development
630USou,hcenuerBoulevard, Suite #1VV
Tukwila, Washington 98188
Phnne:30G'431'367O
Inspection Request Line: Jo6'43O'935O
Web site: http://m/ww.Tukwi|aVVA.nov
DEVELOPMENT PERMIT
2623049110 Permit Number:
Project Name: TORRID - RACKING
Issue Date:
Permit Expires On:
D19'Ol59
9/Z4/2Ol9
3/22/2020
Address:
Contact Person:
Contractor:
Name:
Address:
License No:
Lender:
Name:
Address:
K|nTVKVV|LAO5O LLC
3333NEW MYDEPARK RD#1OUC/O
K|MOOREALTY CORP, POBOX 50Z0
NEW HYDEPK,CA, 11O4I
1230mOPTOLAAVE, TORRAm[�CA,
90501
SH|OMOLEDEVELOPMENT UI
28lIFAIRVIEW AVE,SUITE lOUZ'
SH|BDL9I2K7
'''
Phone: (310)702'7852
Phone: (206)777`2087
Expiration Date: 6/11/2021
DESCRIPTION OF WORK:
INSTALLATION OF STOCKROOM SHELVING FOR EXISTING RETAIL SPACE, NON HIGH PILE 10'-4" MAX
Project Valuation: $5,00000
Type ofFire Protection: Sprinklers: YES
Fire Alarm: YES
Type ofConstruction: U|B
Electrical Service Provided by: TUKWILA
Fees Collected: $351.50
Occupancy per IBC: PW
Water District: H|GHUNE'TUKVV|U\
Sewer District: TUKWILA
Current Codes adopted bythe City ofTukwila:
international Building Code Edition:
International Residential Code Edition:
International Mechanical Code Edition:
Uniform Plumbing Code Edition:
International Fuel Gas Code:
2015
2015
2015
2015
2015
National Electrical Code:
VVACities Electrical Code:
VVACZg6'4GB:
y Code:
Public Works Activities:
[hanne|badon/StripinQ:
Curb Cut/Access/Sidewalk:
Fire Loop Hydrant:
Flood Control Zone:
Mau|ing/OversizeLoud:
Land Altering:
Landscape Irrigation:
Sanitary Side Sewer:
Sewer Main Extension:
Storm Drainage:
Street Use:
Water Main Extension:
Water Meter:
Permit Center Authorized Signatu
Volumes: Cut: O Fill: V
Number: 0
No
^�
&Y �*���� Date:
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 orlocal laws regulating construction or the performance of work. I am authorized to sign and obtain this
develop. -a oermit and adge to the conditions attached to this permit.
Signature: (
Print Name: %�
Date:
'T
'� /// 0
"/` '
This permit shall become null and void ifthe work bnot commenced within l8Odays for the date ofissuance, orif
the work is suspended orabandoned for aperiod nfl80days from the last inspection.
PERMIT CONDITIONS:
1: 'BUILDING PERMIT CONDITIONS'
2: Work shall be installed in accordance with the approved construction documents, and any changes made
during construction that are not in accordance with the approved construction documents shall be
resubmitted for approval.
3: All permits, inspection record card and approved construction documents shall be kept at the site ofwork
and shall be open to inspection by the Building Inspector until final inspection approval is granted.
4: All construction shall be done in conformance with the Washington State Building Code and the
Washington State Energy Code.
5: All rack storage requires a separate permit issued through the City of Tukwila Permit Center, Rack storage
over 8-feeLinheight shall beanchored nrbracedtopeventnvertumingnrdisp|onementduhnAseismic
events, The design and calculations for the anchorage orbracing shall heprepared byoregistered
professional engineer licensed |nthe State ofWashington, Periodic special inspection isrequired during
anchorage ofstorage racks 8feet orgreater inheight.
6: VALIDITY OFPERMIT: The issuance nrgranting ofapermit shall not beconstrued tobevpermit for, oran
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 togive authority tnviolate orcancel the provisions nf the code or other
ordinances ofthe City ofTukwila shall not bevalid. The issuance ofapermit based unconstruction
documents and other data shall not prevent the Building Official from requiring the correction of errors in
the construction documents and other data,
/ 1
10: 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 "All
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)
7: Portable fire extinguishers, not housed in cabinets, shall be installed on the hangers or brackets supplied.
Hangers or brackets shall be securely anchored to the mounting surface in accordance with the
manufacturer's installation instructions. Portable fire extinguishers having a gross weight not exceeding 40
pounds (18 kg) shall be installed so that its top is not more than 5 feet (1524 mm) above the floor. Hand-
held portable fire extinguishers having a gross weight exceeding 40 pounds (18 kg) shall be installed so that
its top is not more than 3.5 feet (1067 mm) above the floor. The clearance between the floor and the
bottom of the installed hand-held extinguishers shall not be less than 4 inches (102 mm). (IFC 906.7 and IFC
906.9)
8: 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)
9: 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)
11: Maintain fire extinguisher coverage throughout.
13: 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)
14: 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)
15: 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)
16: 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)
20: Install mechanical stops in the tracks or on the rack structure to ensure a 6 inch transverse flue space is
maintained every 4 ft along the length of the racking when the units are rolled together. Contact Al Metzler
at 206-971-8718 if additional clarification is needed.
17: Flue spaces shall be provided in accordance with International Fire Code Table 3208.3. Required flue
spaces shall be maintained.
12: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances
#2436 and #2437)
18: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply
approval of such condition or violation.
19: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention
Bureau at (206)575-4407.
PERMIT INSPECTIONS REQUIRED
Permit Inspection Line: (206) 438-9350
1700 BUILDING FINAL**
1400 FIRE FINAL
4046 SI-EPDXY/EXP CONC
r
CITY OF TUla LA
Community Development Department
Public Works Departmenrt
Permit Center
6300 Southcenter Blvd., Suite 100
Tukwila, WA 98188
http:/7www.TukwilaWA.gov
Building Pernurisin.
Project No.
Date Application Accepted: E-14;
Date Application Expires: I lc/
(For al ce use only)
CONSTRUCTION PERMIT APPLICATION
Applications and plans must be complete in order to be accepted for plan review.
Applications will not be accepted through the mail or by fax.
**Please Print**
SITE LOCATION
Site Address: 17580 Southcenter Parkway
Tenant Name: Torrid
King Co Assessor's Tax No.:
Suite Number: 21
PROPERTY OWNER
Name: Kimco Realty
Address: 4065 Factoria Square Mall SE
City: Bellevue State: WA Zip: 98006
CONTACT PERSON — person receiving all project
communication
Name: Jacob Webster
Address: 1236 Portola Ave
City: Torrance State: CA Zip: 90501
Phone: 310-702-7852 Fax:
Email: websterjacob@aol.com
GENERAL CONTRACTOR INFORMATION
Company Name: TBD
Address:
City: State: Zip:
Phone: Fax:
Contr Reg No.: Exp Date:
Tukwila Business License No.:
HAApplicalions\Forms-Applications Line1201 1 ApplicationsTermit Application Revised - 8-9-11 docx
Revise& August 2011
Floor:
New Tenant: .....Yes Li ..No
ARCHITECT OF RECORD
Company Name:
Architect Name:
Address:
City:
State:
Zip:
Phone:
Fax:
Email:
ENGINEER OF RECORD
Company Name:
Engineer Name: Rolf Armstrong
Address: 376 SW Bluff Dr
City: Bend State: OR
Zip: 97702
Phone: (541) 389-9659 Fax:
Email:
LENDER/BOND ISSUED (required for projects $5,000 or
greater per RCW 19.27.095)
Name:
Address:
City: State: Zip:
Page 1 of 4
bh
NG PERMIT INFORMATIC 206-431-3670
Valuation of Project (contractor's bid price): $ 5,000 Existing Building Valuation: $
Describe the scope of work (please provide detailed information):
Installation of stockroom shelving for existing retail store. Non high pile 104" max.
Will there be new rack storage? .....Yes Ej.. No If yes, a separate permit and plan submittal will be required.
Provide All Building Areas in Square Footage Below
Existing
Interior Remodel
Addition to
Existing
Structure
New
Type of
Construction per
IBC
Type of
Occupancy per
IBC
1' Floor
4,100
500
NA
NA
II-B
M
2nd Floor
3rd Floor
Floors thru
Basement
Accessory S re*
Attached Garage
Detached Garage
Attached Carport
Detached Carport
Covered Deck
Uncovered Deck
PLANNING DIVISION:
Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches)
*For an Accessory dwelling, provide the following:
Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling:
*Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence.
Number of Parking Stalls Provided: Standard: Compact: Handicap:
Will there be a change in use? D Yes No If -yes", explain:
FIRE PROTECTION/HAZARDOUS MATERIALS:
[L1 ..... _Sprinklers IZ Automatic Fire Alarm 0 None 0 Other (specify)
Will there be storage or use of flammable, combustible or hazardous materials in the building? Yes gl No
If "y•es', attach list of materials and storage locations on a separate 8-112- x I I paper including quantities and Material Safety Data Sheets.
SEPTIC SYSTEM
0....—On-site Septic System For on -site septic system, provide 2 copies of a current septic design approved by King County Health
Department.
HAApplicationsTorms-Applications On Line O011 Applicat lonsTermit Application Revised - S-9-11 doe,:
Revised: August 2011
bh
Page 2 of 4
PUBLIC WORKS PERMIT F IATION — 206-433-0179
Scope of Work (please provide detailed information):
Tenant Improvement for Torrid retail store. Work to include new non bearing partitions, flooring, finishes, sales fixtures, new lighting,
fitting rooms, restroom, cashwrap
Call before you Dig: 811
Please refer to Public Works Bulletin #1 for fees and estimate sheet.
Water District
0 ...Tukwila ... Water District #125
0 ...Water Availability Provided
Sewer District
0 ...Tukwila
0 ...Sewer Use Certificate
0...Valley View
0,. Sewer Availability Provided
Highline
0 .. Renton
.. Renton
Seattle
Septic System:
0 On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department.
Submitted with Application (mark boxes which apply):
...Civil Plans (Maximum Paper Size — 22" x 34")
O ...Technical Information Report (Storm Drainage)
0 ...Bond 0 .. Insurance Easement(s)
Proposed Activities (mark boxes that applv):
El ...Right-of-way Use - Nonprofit for less than 72 hours
0 ...Right-of-way Use - No Disturbance
0 ...Construction/Excavation/Fill - Right-of-way 0
Non Right-of-way 0
0 ...Total Cut
0 ...Total Fill
cubic yards
cubic yards
Geotechnical Report
.. Maintenance Agreement(s)
0...Traffic Impact Analysis
0...Hold Harmless — (SAO)
,.. Hold Harmless — (ROW)
.. Right-of-way Use - Profit for less than '72 hours
.. Right-of-way Use — Potential Disturbance
o .. Work in Flood Zone
.. Storm Drainage
0 ...Sanitary Side Sewer 0 .. Abandon Septic Tank El .. Grease Interceptor
0 ...Cap or Remove Utilities 0 .. Curb Cut El .. Channelization
0 ...Frontage Improvements 0 .. Pavement Cut 0 .. Trench Excavation
El ...Traffic Control 0 .. Looped Fire Line 0 .. Utility Undergrounding
El ...Backflow Prevention - Fire Protection
Irrigation
Domestic Water
0 ...Permanent Water Meter Size... WO #
0 ...Temporary Water Meter Size .. WO #
0 ...Water Only Meter Size WO # 0...Deduct Water Meter Size
0 ...Sewer Main Extension.............Public El Private
0 ...Water Main Extension Public O Private 0
FINANCE INFORMATION
Fire Line Size at Property Line Number of Public Fire Hydrant(s)
0 ...Water 0 ...Sewer 0 ...Sewage Treatment
Monthly Service Billing to:
Name: Day Telephone:
Mailing Address:
City. State Zip
Water Meter Refund/Billing:
Name: Day Telephone:
Mailing Address:
City State Zip
\ApplicationsWorms-Applications On Line \20I I Applicanons1Permit Application Revised - 6-9- 11.docx
Revised: August 2011
Page 3 of 4
PERMIT APPLICATION NO I ES —
/
Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject
to possible'revision by the Permit Center to comply with current fee schedules.
Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation,
The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be
requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition).
I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER
PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON. AND 1 AM AUTHORIZED TO APPLY FOR THIS PERMIT.
BUILDING OWNER OR AUT
Signature:
Print Name: Jacob W
Mailing Address: 1236 Portola Ave
1-1',Applicatiorts \Forms -Applications On Line1201 1 Applioations1Permit Application Revised - S-9-11 doe:,
Revise& August 2011
bh
Date: 5-0.-/2
Day Telephone: 310-702-7852
Torrance CA 90501
City State Zip
Page 4 of 4
DESCRIPTIONS`
PermitTRAK
$351.50
D19-0159 Address: 17580 SOUTHCENTER PKWY Apn: 2623049110
$351.50
DEVELOPMENT
$341.90
PERMIT FEE
R000.322.100.00.00
0.00 $192.06
PLAN CHECK FEE
R000.345.830.00.00
0.00 $124.84
WASHINGTON STATE SURCHARGE
B640.237.114
0.00 $25.00
TECHNOLOGY FEE
$9.60
TECHNOLOGY FEE
TOTALFEES PAID BY RECEIPT: R17672
R000.322.900.04.00
0.00 $9.60
$351.50
Date Paid: Thursday, May 16, 2019
Paid By: JACOB WEBSTER
Pay Method: CHECK 1389
Printed: Thursday, May 16, 2019 11:13 AM 1 of 1
SYSTEMS
ECLI PSE
ECLIPSE-ENGINEERING.COM
ENGINEERING
Structural Calculations
Steel Storage Shelving
By Mobile Media Storage Solutions
• PO #199830SC
Torrid - Store #5722
Parkway Super Center
17580 Southcenter Pkwy - Space #21
Tukwila, Washington 98188
Prepared For:
Mobile Media Storage Solutions
PO Box 177
Pine Bush, NY 12566
MAY 13 2019
.EVIEVVED FOR
`I.JIDE COMPLIANCE
APPROVED
MAY 24 2019
City of Tukwila
BUILDING DIVISION
RECER'ED
CITY OF TU KWILA
MAY 16 2019
PERMIT CENTER
0159
Please note: The calculations contained within justify the seismic resistance of the shelving for both
vertical and lateral forces as required by: the 2012/15 IBC, ASCE 7-10, and ANSWIRMI-MH16.1
(2012). These storage shelves are not accessible to the general public
MISSOULA WHITEFISH
Weet 1,4.1k. Sete 8, Ikeoule. UT SW32
Pim", (M) 721-6/33 • Fe. (0) 55247138
9L9 Nixon* ewe. SUM 102 Wiedsh,117 58837
Mow (M) arazis • Fox oce) 5524788
SPOKANE BEND PORTLAND
421 Well Merida kw. SAW 421 Spokane, WA 89201
(Awn goa) en-n3i • Roc WON 552-4788
31 SW Eke Own% &Ye 8, Bend, OR fiT/722
Mane: (541) 389-8858 • Far. (OS 562-4788
111 SW Ckenble Shut Sella IMO Point OR 97201
Mac (503) 395-1229 • Fa (406) 662-47138
.
smG|mE ER|ws
Torrid ' Store #5722
Tukwila, Washington 98188
RVC
5/9/2019
MOBILE MEDIA STORAGE SOLUTIONS
STEEL STORAGESHELVING-LIGHT RETAIL
CODES: Current Editions of the: IBC & CBC & ASCE 7 & RMI
Design
AK%����� S���AS������Sh�A�y^��� ���^c08F��K�n;t
. � � ..
Shelving Gwometry-
HeiQhtofShe|vingUnit=
Width of Shelving Unit =
Depth of Shelving Unit =
Number ofShelves/Unit =
Vertical Shelf Spacing =
Back toBack Units?
Are There Mobile Units?
Shelving Loading'
Live Load per Shelf =
Maximum Weight per Shelf =
Dead Load per Shelf =
Weight ofEach Post =
Weight ofMobile Carriage =
Floor Load Calculations:
Total Load on Each Post =
Total Load OnEach Unit =
Floor Area Load =
Allowable Floor LoadinQ=
l[iO
3.5
3.0
7
19.5
YES
YES
10
5]
1.5
7.5
so
ft
ft
ft
in
osf |bs
psf
|bs
|bs
Floor Load Under Shelf = 91 psf
Seismic Information -
Importance Factor
Site Class '
Mapped AcceiParameters:
S,= 1.441
5,= 0.537
Steel Yield Stress = 33 ksi
Modulus ofE|ost. = 29800 ks|
Eff. Length Factor= 1.7
Unbraced Length,x= 19.5 in
Unbraced Length,y= 19.5 in
Type ofPost? 14ga Upright Posts
Type of Beam? DRL Low Profile
Display OnPlaque Near Shelving Units
Per1.Bt Wide Shelf
Wire Grid Shelf Material
For Main Floor Slab onGrade
OK FOR 100psf RETAIL FLOOR LOADING
lU Not Open tothe Public
D Worst Case Assumed
F,=1.0OO
Structural System 'A3CE 7Section 15.5.3
Steel Storage Shelving: R= 4
Average Roof Height =
Height of Base Attachment =
Shear [oeffBoundaries =
V~-=Ol}42
Sm,= 1/441
3mz=O.8OS
SD[: D
=O.961
0'-0"For Ground Floor Location
Ground Floor
Adjusted For ASD
*.00'�~mr--N N 0���~��
Z��.� N�N �~����
sms|mEsm|ws
Torrid ' Store #S722
Tukwila, Washington 98l08
5/9/2019
RVC
Lateral Force Distribution: per ASCE 7 Section 15.5,3.3
Total Dead Load per Shelf = 243 |bs
Total Live Load per Shelf = 105 |bs
Lateral DLForce per Shelf = 4.1 |bs
Lateral LLForce per Shelf = 17.7 |bs
67Y6ofLLForce per Shelf = 11.8 |bs
Total DLBase Shear = 28.6 |bs
Total LLBase Shear = 12I6 |bs
bU: Each Shelf isLoaded tm6796mfits Live Weight
HeiRht: Load:
h1= 3 in 53 |bs
h2= 23in 53!bs
h3= 42in 53|bs
h4= 62in 53|bs
hS= Dlin 53|bs
h6= 101|n 53|bs
h7= 120in 53|bs
h8= Oin O|bs
h9= 0 in O |bs
h10= 8in O|bs
1111= 0 in 0 |bs
h12= Oin 0|bs
h13= O in U |bs
1114= Uin O|bs
h15= Oin O|bs
LC 2;Top Shelf Only isLoaded tm100%mf its Live Weight
Cumulative Moment: 40749 in'|bs
Controlling Load Case 8yInspection
Latera|Force/5he|f:
F1= 0.8 |bs
F2= 5.8 |bs
F3= 10.9 |by
F4= 15.9 |by
F5= 21.0 |bs
FG= 26.0 |La
F7= 31.1 |bs
F8= 0.0 |bs
F9= 0.0 |bs
F10= 0.0 |bs
F11= 0.0 \bs
F12 = 0.0 |bs
F13= 0.0 |bs
F14= 0.0 |by
F15= 0.0 |bs
Total Base Shear = 46.3 lbs Does Not Control
By inspection, the force distribution for intermediate shelves without live load (case 2) is negligible.
Calculate the moment for each column based on the total seismic base shear for each shelf being loaded
to67Y6ofit's allowable live weight. The column atthe center ofthe shelving system isthe worst case
for this condition.
2
EmG|NEER|NG
Tukwila, Washington 98188
Torrid ' Store #5722
5/9/2019
RVC
Column CaUcuUat^ons-Comb~ned Bending and Axial
Post TVpe: Double Rivet "L" or "T" Post
VVidth=
Depth=
ThicknesS=
E=
Column Bending Calculations '
Max Column Moment 11.2 ft-lbs
Allowable Bending Stress = 19.8 ksi
Bending Stress on Column = 3.4 ksi
Column Deflection Calculations -
Max Deflection = 0.084 in
Deflection Ratio= 1421
Allowable Deflection = 6 in
Shelf Rivet Cqnnect|on-
DianneterofRivet=
Shear onEach Rivet =
8rQCapacity ofRivet =
0.25
89.9
519.8
in
|bs
|bs
Allowable Shear Stress = 13.5 kai
Shear Stress on Rivet= 1.8 ksi
Column Axial Calculations ' Per "[Post
DL+PL= 113 |bs
DL+PL+EQ= 354 |bs
Column CapacitV Calculations -
Controlling Buckling Strese=
Allowable Comp. Stress =
Factor of Safety for Comp. =
Nominal Column Capacity =
Allowable Column Capacity =
Static Axial Load on Column =
3112
1729
113
|bs
|bo
|bs
Combined Bening And Axial Forces -
Critical Buckling Load = 15527 |bs
Axial Stress Unity= 8.205
Bending Stress Unity = 0.147
Combined Stress Unity = 0.352
rX= 0.470 in
S= 0.04 in3
L= 0.060 in4
A.= 0.220 in2
Ae= 0.157 in2
Bending Stress OK
At Top of Unit
Max Deflection = 5% of Height
Deflection OK
Brg Stress OK
Shear Stress OK
RK4|Load Combination #1
RMI Load Combination #6
Axial Load OK
Magnification Factor 0i987
Cm= 0.85
Column is Adequate
3
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ENG|NEER|NG
Tukwila, Washington 98188
Torrid ' Store #5722
5/9/2019
RVC
Overturning and Anti -Tip Calculations
Overturning Forces -
Total Weight = 663 |bs Load Case 1:Dead Load +67%Live Load
Total Lateral Force= 111 |bs
Controlling Overturning Force
Total Weight = 275 |bs Load Case 2:Dead Load +l00%Top Shelf
Does Not Control
Tension Force per Anchor = 113 /bs Per Side mfUnit
Shear Force per Anchor = 56 |bs
USE:'Nilti'HUS-EZ (or equivalent) POST INSTALLED ANCHOR BOLTS
Allowable Tension Force = 736 |bs For 2SOOpsi Concrete
Allowable Shear Force = 1056 lbs 3/8" Diameter x 2.5" Embedment
Vertical Seismic Force = 44.6 lbs
Combined Loading = 0.306
Anti -Tip Track Design '
Type ofAnti-Tip Device = Arm and Track
Tension per Side = 113 |bs
Capacity ofScrews toCarriage = 349 |bs
Anti -Tip Yield Stress = 16 ksi
Thickness Anti -Tip = 0.12 in
Width ofAnti-Tip = 0.43 in
Section Modulus ofLeg = 0.0092 in3
Allowable Stress on Leg = 16 ksi
Bending Stress on Leg =
3.93
Anti -Tip Stress Unity = 0,246
ks|
Section Modulus ofTrack = 0.090 in3
Spacing ofTrack A.8's= 24 in
Bending Stress on Track =
3.75
Track Stress Unity = 0.235
ksi
For Anchoring to Concrete
Floor Anchors are Adequate
(2) #12 Screws Are Adequate
S863'TS
Bending Stress OK
G063'TS
Bending Stress OK
4
�w� ECLIPSE
m°—N NPSE
ENG|NEER|NG
Tukwila, Washington 98188
Torrid ' Store #S72I
5/9/2019
RVC
Shelf Beam Calculations
Shelf Beam Calculations:
Steel Yield Stress =
Modulus ofE|ast. =
Beam Type:
Area ofBeam =
Section Modulus ofBeam =
Moment ofInertia ofBeam =
Shelf Width =
Shelf Depth =
Total Load/Shelf =
Distributed Load=
DRL Low Profile
33 ksi
29000 ksi
DRL
0.168
0.020
0.014
3.S ft
1.5 ft
60 , |bs
O.GJS plf
Beam Type:
Maximum Design Moment =
Maximum Design Shear =
Beam Bending Stresses =
Beam Shear Stresses =
Bending Stress Unity=
Shear Stress Unity =
Max Allowable Defection =
Maximum Beam Deflection =
Shelf Beam Rivet Check:
Diameter of Rivet =
Post Moment Shear on Rivet =
Beam Shear onRivet =
Resultant Shear =
Brg Capacity of Rivet =
Allowable Shear Stress =
Shear Stress on Rivet=
Shelf DL= 1.5 osf
in2
in3
in4
/U|ovvab|e Bending Stress = 19.8 ksi
Allowable Shear Stress = 13.2 ksi
DRL ORH
13.2
15.1
8.0
0.09
0.406
0.007
0.233 in
0,072 in
8.25 in
89.9 |bs
15.1 |bs
81.1 |bs
519.8 |bs
9.6 ksi
1.9 hd
'
DRC
ft-lbs
|bs
ksi
ksi
Bending Stress OK
Shear Stress OK
----
Deflection ON
Brg Stress OK
Shear Stress OK
5
ECLIPSE
ENGINEERING
Torrid - Store #5722
Tukwila, Washington 98188
5/9/2019
RVC
Wall Supported Unit Calculations
Seismic Force at Top of Units -
Average Roof Height = 20.0 ft
Height of Attachment = 10.0 ft
Shear Coeff Boundaries =
Vmin = 0.288
Vmax = 1.537
Design Base Shear Coeff = Vt = 0.343
Total Weight per Unit = 303 Ibs
Lateral Force at Top/Bottom = 52 Ibs
Standard Stud Spacing = 16 in
Wall Connections per Unit = 2
Adjusted For ASD
Tek Screw Capacity = 84 Ibs Tension Cap. for #10 Screw in 20ga Stud
Force Per Connection = 26 Ibs 'Screw Capacity OK
Seismic Uplift Force on Each Shelf
Seismic Uplift on Shelves -
Vertical Seismic Component = 23,2 Ibs
Vertical Dead Load per Shelf = 120.8 Ibs
Connection Points per Shelf = 4.0 Each Corner
Net Uplift Load per Shelf = -49.2 Ibs
Uplift Forcer per Connection = -12.3 Ibs
Rivet Connection OK
6
�*0
ECN N PS
sws|wssR|ms
Tukwila, Washington 98188
Torrid ' Store #S7I2
S/9/2O19
RVC
Light Gage Steel Stud Wall Framing
Stud Design Data '
Height ofWall Studs = 16.0 f1
Location ofPoint Load = 18.0 ft
Design Lateral Load = 26.0 |bs
Additional Lateral Load = 5.0 psf
DesignAxia| Load= 85.3 |bs
Spacing ofStuds = 16.8 in
Int. Non-Brg - Worst Case Ht Assumed
From Shelving Unit
Interior Seismic Force
Dead Load ofWall Framing
TRY: 3-5/8"x1-5/8"x 20saStuds @1G"o.c.(Worst Case Assumed)
\Nidth= I625 in
Deoth= 1.625 in
Thickness= 0.035 in
Fv= ]3 ksi
E= 29000 ksi
K= 1.0
rw = 1.450 in
ry= 0.616 in
5x= 0.268 in3
|x= U.SS1 in4
Ap= 0.26I in2
UnbnacedLength X= 16 f1
UnbraccdLength Y= 4 ft
Stud CaAacitv'
Buckling Stress, X= 16.32 ksi
Buckling Stress, Y= 47.14 ksi
Allowable Buckling Stress = 16.32 ksi
Nominal Axial Strength = 4277 |bs
Factor ofSafety = 1.92
Allowable Axial Load = 2228 |bs
Maximum Design Moment = 310.9 ft-|bs
Maximum Design Shear = 69.6 |bs
/U|ovvab|e Bending Stress = 21.78 ksi
Actual Bending Stress = 13.92 ksi
Allowable Shear Stress = 13.30 ksi
Actual Shear Stress = 0.27 ksi
Allowable Axial Stress = 8.50 ksi
Actual Axial Stress = 0.33 ksi
Combined Stress Unity = 0.68
Bending Stress OK
Shear Stress OK
Axial Stress OK
Combined Stress OK
7
t�*���m��N N ������
� ��� N—N �~����
ENG|NEER|NG
Tukwila, Washington 98188
Torrid ' Store #E7%2
5/Q/JO23
RVC
Slab Bearing & Uplift Calculations
Slab DesignPropmrues-
Minimunn Concrete Strength =
Thickness of Concrete Slab =
Weight ofConcrete Slab =
Allowable Bearing Pressure =
Bearing Loads On Post =
Uplift Loads onPost =
Slab Bearing CapamitV-
2SOO psi Assumed
4 in Assumed
SO psf
35 |bs Dead Load
184 |bs Live Load
267 |bs E[}Load
113 lbs Resultant Uplift
Depth ofPost on Slab = 1.5 in
Factored Bearing Load = 717 |bs
Required Bearing Area = 139.86 in2
Critical Section = 3.16 in
Soil Pressure onCrit.Section = 738.5 plf
Section Modu|us= 32.0 in3
Shear Area = 22 in
Conc. Shear Stress = Q.] psi
Allowable Shear Stress = 73.2 psi
Conc. Bending Stress = 9.6 psi
Allowable Bending Stress = 137.5 psi
Slab Uplift Capacitv -
Required Area toResist Uplift =
Length ofSlab Req'd=
Worst Case Length ofSlab =
Distance toAnchor Bolt =
f2
ft
ft
ft
Shear Force on 1ft Strip= 123.5 |bs
Allowable Shear Force = 1760.0 |bs
Bending Moment onIftStrip = 107.2 ft-|bs
11.83 inches per side
For Bending
Along Critical Length
Plain Concrete per Foot
Shear Stress OK
Bending Stress OK
Assume Full Shelf Width xReq'dLength
Bending OK
^ !-*O0��°—'N N0~��~0_
����� N�N �~����
swG|wEsn|mG
Torrid ' Store #5722
Tukwila, Washington 9818Q
RVC
S/9/2O19
^
MOBILE MEDIA STORAGE SOLUTIONS
STEEL STORAGE SHELVING ' LIGHT RETAIL
CODES: Current Editions of the: IBC & CBC & ASCE 7 & RMI
Design Inputs: Steel Storage Shelving: Typical HANG Unit
Shelving Geometry-
HeightofShe|ving Unit = 10.0 ft
Width ofShelving Unit = IS ft
Depth ofShelving Unit = JO ft
Number ofShelves/Unit = 4
Vertical Shelf Spacing = 39.0 in
Back toBack Units? YES
Are There Mobile Units? YES
ShmhdngLoading-
LiveLqadperShe|f=
Maximum Weight per Shelf =
Dead Load per Shelf =
Weight ofEach Post =
Weight ofMobile Carriage =
Floor Load Calculations:
Total Load onEach Post =
Total Load OnEach Unit =
Floor Area Load =
Allowable Floor Loading =
0
53
1.5
7.5
SO
68
593
10.5
100
osf |bs
psf
|bs
|bs
|bs
|bs
f2
psf
Floor Load Under Shelf = 56 uuf
Seismic Information -
Importance Factor '
Site Class '
Mapped AzceiParameters:
S' = 1.441
3,= 0.537
Steel Yield Stress = 33 ksi
Modulus ofE|ast. = 29000 ksi
Eff. Length Factor= 1.7
Unbraced Length,x= 39.0 in
Unbraced Length,y= 39.0 in
Type nfPost? l4OaUpright Posts
Type of Beam? DRL Low Profile
Display OnPlaque Near Shelving Units
Per1.5ft Wide Shelf
Wire Grid Shelf Material
For Main Floor Slab onGrade
OK FOR 100psf RETAIL FLOOR LOADING
1.0 Not Open tothe Public
D Worst Case Assumed
F=1.00
Structural System -ASCE 7 Section 15.5]
Steel Storage Shelving: R= 4
Average Roof Height = ZO ft
Height of Base Attachment = 0 ft
Shear Coeff Boundaries =
V_-=Ol4J
S,,=1.441
SDC: D
av=2.5 |p=1]J
0'-O"For Ground Floor Location
Ground Floor
Adjusted For ASD
9
ECLIPSE
ENGINEERING
Torrid - Store #5722
Tukwila, Washington 98188
5/9/2019
RVC
Lateral Force Distribution: per ASCE 7 Section 15.5.3.3
Total Dead Load per Shelf = 30.7 Ibs
Total Live Load per Shelf = 105 Ibs
Lateral DL Force per Shelf = 5.2 Ibs
Lateral LL Force per Shelf = 17.7 Ibs
67% of LL Force per Shelf = 11.8 Ibs
Total DL Base Shear = 20.7 Ibs
Total LL Base Shear = 70.6 Ibs
LC1: Each Shelf is Loaded to 67% of its Live Weight Cumulative Moment: 24864 in-Ibs
Total Base Shear = 68.0 Ibs
Height: Load:
h1 = 3 in 53 Ibs
h2 = 42 in 53 Ibs
h3 = 81 in 53 Ibs
h4 = 120 in 53 Ibs
h5= 0in 0lbs
h6 = 0 in 0 Ibs
h7 = 0 in 0 Ibs
h8 = 0 in 0 Ibs
h9 = 0 in 0 Ibs
h10 = 0 in 0 Ibs
h11= 0 in O lbs
h12 = 0 in 0 Ibs
h13 = 0 in 0 Ibs
h14 = 0 in 0 Ibs
h15 = 0 in 0 Ibs
% Per Shelf:
1.2%
17.1%
32.9%
48.8%
0.0%
0.0%
0.0%
0.0%
0.0%
0.0%
0.0%
0.0%
0.0%
0.0%
0.0%
Controlling Load Case By Inspection
Lateral Force/Shelf:
F1 = 0.8 Ibs
F2 = 11.6 Ibs
F3 = 22.4 Ibs
F4 = 33.2 Ibs
F5 = 0.0 Ibs
F6 = 0.0 Ibs
F7 = 0.0 Ibs
F8 = 0.0 Ibs
F9 = 0.0 Ibs
F10 = 0.0 Ibs
F11 = 0.0 Ibs
F12 = 0.0 Ibs
F13 = 0.0 Ibs
F14 = 0.0 Ibs
F15 = 0.0 Ibs
Sum = 100% Total = 68.0 Ibs
LC 2: Top Shelf Only is Loaded to 100% of its Live Weight
Total Base Shear = 38.3 Ibs Does Not Control
By inspection, the force distribution for intermediate shelves without live load (case 2) is negligible.
Calculate the moment for each column based on the total seismic base shear for each shelf being loaded
to 67% of it's allowable live weight. The column at the center of the shelving system is the worst case
for this condition.
10
�'0 OECN N PSE
swG|wEsR|mG
Torrid ' Store #S72I
Tukwila, Washington 98188
5/9/2019
RVC
Column Calculations .Combined Bending and Axial
PostTvpe: Double Rivet "["or"T"Post
VVidth=
Depth=
Thichness=
E=
Column Bending Calculations '
Max Column Moment 13.6 ft-lbs
/U|ovvab|e Bending Stress = 19.8 ksi
Bending Stress on Column = 4.1 hsi
Column Deflection Calculations -
Max Deflection = 0.221 in
Deflection Ratio = 542
Allowable Deflection = 6 in
Shelf Rivet Connection -
Diameter ofRivet =
Shear onEach Rivet =
Br0Capacity ofRivet=
0.25
109.1
519.8
in
|bs
|bs
Allowable Shear Stress = 13.5 ks\
Shear Stress on Rivet = 2.2 ksi
Column Axia|Calculatkvns- Per "L"Post
DL+PL= GB |bs
DL+PL+E[l= 228 |bs
Co|urnmCapacitV Calculations '
Controlling Buckling Stress =
Allowable Comp. Stress =
Factor of Safety for Com p. =
Nominal Column Capacity =
Allowable Column Capacity =
Static Axial Load onColumn =
Combined Bending And Axial Force
Critical Buckling Load =
Axial Stress Unity=
Bending Stress Unity=
|6s
|bs
|bs
3907 |bo
0.247
0.181
Combined Stress Unity = 0.428
r.= 0/470 in
5`= 01040 in]
|x= 8.060 in4
A.= 0.220 in3
Ae= 0.157 in2
Bending Stress OK
At Top of Unit
Max Deflection = 5% of Height
UA
Deflection OK
Brg Stress OK
Shear Stress OK
RM|Load Combination #1
RM|Load Combination #6
Axial Load OK
Magnification Factor 0.969
["= 0.85
Column is Adequate
11
ECLIPSE
ENGINEERING
Torrid - Store #5722
Tukwila, Washington 98188
5/9/2019
RVC
Overturning and Anti -Tip Calculations
Overturning Forces -
Total Weight = 404 Ibs Load Case 1: Dead Load + 67% Live Load
Total Lateral Force = 68 Ibs
Overturning Force = 523 ft*Ibs
Controlling Overturning Force
Total Weight = 228 Ibs Load Case 2: Dead Load + 100% Top Shelf
Total Lateral Force = 38 Ibs
Overturning Force = 347 ft*Ibs
Does Not Control
Tension Force per Anchor = 80 Ibs Per Side of Unit
Shear Force per Anchor = 34 Ibs
USE: 'Hilti' HUS-EZ (or equivalent) POST INSTALLED ANCHOR BOLTS
Allowable Tension Force = 736 Ibs For 2500 psi Concrete
Allowable Shear Force = 1056 Ibs 3/8" Diameter x 2.5" Embedment
Vertical Seismic Force = 27.2 Ibs
Overstrength Factor = 2
Combined Loading = 0.219
Anti -Tip Track Design -
Type of Anti -Tip Device = Arm and Track
Tension per Side = 80 Ibs
Capacity of Screws to Carriage = 349 Ibs
Anti -Tip Yield Stress = 16 ksi
Thickness Anti -Tip = 0.12 in
Width of Anti -Tip = 0.43 in
Section Modulus of Leg = 0.0092 in3
Allowable Stress on Leg = 16 ksi
Bending Stress on Leg =
2.81 ksi
Anti -Tip Stress Unity = 0.175
Section Modulus of Track = 0.090 in3
Spacing of Track A.B's = 24 in
Allowable Alumn. Stress = 16 ksi
Bending Stress on Track =
2.68
Track Stress Unity = 0.167
ksi
For Anchoring to Concrete
Floor Anchors are Adequate
(2) #12 Screws Are Adequate
6063-T5
Bending Stress OK
6063-T5
Bending Stress OK
12
t �000�u�—N N���~�_
' ��N�� N_N �~���.
ENG(NEER|NG
Torrid - Store #S722
Tukwila, Washington 98l88
5/9/2019
RVC
Shelf Beam Calculations
Shelf Beam Calculations: D0ILLow Profile
Steel Yield Stress = 33 ksi
Shelf DL= 1.5 osf
Shelf LL= 10.00 psf
Beam Type: DRL DRH {Dl[
Area ofBeam = 0.168 0L377 O in2
Section Modulus ofBeam = 0.020 0.219 O |m3
Moment ofInertia ofBeam = 0.014 0.220 O |n4
Shelf Width = 3.5 ft /Q|pvvable Bending Stress = 19.8 ksi
Shelf Depth = 1.5 ft Allowable Shear Stress = 13.2 ksi
Total Load/Shelf = GO |bs
Distributed Load= 8.625 p|f
Beam Type: DRL DRH DR[
Maximum Design Moment = 13.2 ft-lbs
Maximum Design Shear = 15.1 |bs
Beam Bending Stresses = 8.0 ksi
Beam Shear Stresses = 0.09 ksi
Bending Stress Unity = 0/406
Shear Stress Unity = 0.007
Bending Stress OK
Shear Stress OK
Max Allowable Deflection = 0,233 in L/188
Maximum Beam Deflection = 0.072 in
Shelf Beam Rivet Check:
Diameter of Rivet = 0.25 in
Post Moment Shear onRivet = 109.1 |bs
Beam Shear onRivet = 15.1 |bs
Resultant Shear = 110.1 |bs
Br0Capacity nfRivet = 519.8 |bs
Allowable Shear Stress = 9.6 ksi
Shear Stress on Rivet = 2.2 ksi
Deflection OK
Brg Stress OK
Shear Stress OK
13
�-�� 0_CN LIPS E
EmG|NEER|NG
Tukwila, Washington 98188
Torrid - Store #B%2
5/9/2O19
RVC
Slab Bearing & Uplift Calculations
Slab Design Properties -
Minimum Concrete Strength =
Thickness VfConcrete Slab =
Weight ofConcrete Slab =
Allowable Bearing Pressure =
Bearing Loads On Post =
Uplift Loads on Post =
Slab Bearing Capacity -
2500 psi Assumed
4 in Assumed
50 psf
23 |bs Dead Load
105 |bs Live Load
174 |bs EDLoad
80 lbs Resultant Uplift
Depth ofPost onSlab = 1.5 in
Factored Bearing Load = 445 |bs
Req u i red Bea ri ng Area = 87.18 in3
Critical Section = 1.92 in
Soil Pressure onCrit.Section = 735,2 p|f
Section Modulus = 22.0 in3
Shear Area = 22 in
Conc. Shear Stress = 5.1 psi
Allowable Shear Stress = 73.2 psi
ConcBending Stress= 3.5 psi
Allowable Bending Stress = 137.5 psi
Slab Uplift Capacity-
RequiredAreatoResistUp|Ut=
Length ofSlab Req'd=
Worst Case Length ofSlab =
Distance toAnchor Bolt =
f2
ft
ft
ft
Shear Force on Ift Strip = 122.5 |b*
Bending Moment on1tStrip = 107.2 ft-lbs
9.34 inches per side
For Bending
Along Critical Length
Plain Concrete per Foot
Shear Stress OK
Bending Stress OK
Assume Full Shelf Width xReq'dLength
Maximum of Width or Length Req'd
Bending OK
14
-'*00��"�N N N�,�~��
E ' --|— --- - /-- -- Tukwila, Washington 98l8B
Torrid - Store #5722
5/9/2019
RVC
MOBILE MEDIA STORAGE SOLUTIONS
STEBLSTORAGESHELVING-LIGHT RETAIL
[ODES: ' Current Editions ofthe: IBC &C8[hkAS[E7/&RM|
Design Inputs: Steel Storage Shelving: Typical MARKETING Unit
Shelving Gemmetry'
Height ofShelving Unit =
Width ofShelving Unit =
Depth ofShelving Unit =
Number ofShelves/Unit =
Vertical Shelf Spacing =
Back toBack Units?
Are There Mobile Units?
Shelving Loading'
Live Load per Shelf =
Maximum Weight per Shelf =
Dead Load per Shelf =
Weight ofEach Post =
Weight ofMobile Carriage =
Floor Load Calculations:
Total Load onEach Post =
Total Load On Each Unit=
Floor Area Load =
Allowable Floor Loading =
10.0
3.0
2.0
9
14.6
NO
NO
10
60
2.5
7.5
176
705
7.0
100
ft
ft
ft
in
osf |bs
psf
|bs
|bs
|bs
|bs
f2
psf
Floor Load Under Shelf = 100 psf
Seismic Information '
Importance Factor '
Site Class '
Mapped AcceiParameters:
5,=1.441
5z=0.537
Steel Yield Stress = 33 ksi
Modulus ofE|ast.= 29000 ksi
Eff. Length Factor = 1.7
Unbraced Length,x= 14.6 in
Unbraced Length,y= 14.6 in
Type ofPost? I4ga Upright Posts
Type ofBeam? DRLLow Profile
Display OnPlaque Near Shelving Units
PerJf1 Wide Shelf
Particle Board Shelf Material
For Main Floor Slab onGrade
OK FOR 100psf RETAIL FLOOR LOADING
1.0 Not Open tothe Public
D Worst Case Assumed
Fo= 1.OUO
Structural System 'ASCE 7 Section 15.5.3
Steel Storage Shelving: R= 4
Average Roof Height = ZU ft
Height ofBase Attachment = O ft
Shear Coeff Boundaries =
V,,i,=UIk�l
S,= 1/44l
5nu= 0.805
an= 2.5
5D[: D
|n= 1.0
O'-O"For Ground Floor Location
Ground Floor
Adjusted For ASD
15
ECLIPSE
ENGINEERING
Torrid - Store #5722
Tukwila, Washington 98188
5/9/2019
RVC
Lateral Force Distribution: per ASCE 7 Section 15.5.3.3
Total Dead Load per Shelf = 18.3 Ibs
Total Live Load per Shelf = 60 lbs
Lateral DL Force per Shelf = 3.1 Ibs
Lateral LL Force per Shelf = 10.1 Ibs
67% of LL Force per Shelf = 6.8 Ibs
Total DL Base Shear = 27.7 Ibs
Total LL Base Shear = 90.8 Ibs
LC1: Each Shelf is Loaded to 67% of its Live Weight Cumulative Moment: 32395 in-Ibs
Total Base Shear = 88.6 Ibs
Height: Load:
h1= 3 in 60 Ibs
h2 = 18 in 60 Ibs
h3 = 32 in 60 Ibs
h4 = 47 in 60 Ibs
h5 = 62 in 60 Ibs
h6 = 76 in 60 Ibs
h7 = 91 in 60 Ibs
h8 = 105 in 60 Ibs
h9 = 120 in 60 Ibs
h10 = 0 in 0 Ibs
h11= 0 in 0 Ibs
h12 = 0 in 0 Ibs
h13 = 0 in O lbs
h14 = 0 in 0 Ibs
h15 = 0 in 0 Ibs
% Per Shelf:
0.5%
3.2%
5.8%
8.5%
11.1%
13.8%
16.4%
19.0%
21.7%
0.0%
0.0%
0.0%
0.0%
0.0%
0.0%
Controlling Load Case By Inspection
Lateral Force/Shelf:
F1= 0.5 Ibs
F2 = 2.8 Ibs
F3 = 5.2 Ibs
F4 = 7.5 Ibs
F5 = 9.8 Ibs
F6 = 12.2 Ibs
F7 = 14.5 Ibs
F8 = 16.9 lbs
F9 = 19.2 Ibs
F10 = 0.0 Ibs
F11 = 0.0 Ibs
F12 = 0.0 Ibs
F13 = 0.0 Ibs
F14 = 0.0 Ibs
F15 = 0.0 Ibs
Sum = 100% Total = 88.6 Ibs
LC 2: Top Shelf Only is Loaded to 100% of its Live Weight
Total Base Shear = 37.8 Ibs Does Not Control
By inspection, the force distribution for intermediate shelves without live load (case 2) is negligible.
Calculate the moment for each column based on the total seismic base shear for each shelf being loaded
to 67% of it's allowable live weight. The column at the center of the shelving system is the worst case
for this condition.
16
� *0 EC0 N PSE
Torrid - Store #5722
5/9/2019
RVC
Column CaUcuKat^ons-Cmmb^ned Bending and Axial
Post Type: Double Rivet "L"mr"T"Post
VWdth=
Depth=
Thickness=
E=
Column Bending Calculations '
Max Column Moment 13.4 ft-lbs
Allowable Bending Stress = 19.8 ksi
Bending Stress nn Column = 4.0 ksi
Column Deflection Calculations '
Max Deflection = 0.074 in
Deflection Ratio = 1619
Allowable Deflection = 6 in
Shelf Rivet Connection '
Diameter of Rivet =
Shear on Each Rivet =
Brg Capacity of Rivet =
in
|bs
|bs
/A|ovvob|e Shear Stress = 13.5 ksi
Shear Stress on Rivet= 2.2 ksi
Co|wnnnAxia(Calculations- Per "L"Post
DL+PL= 176 |bs
DL+PL+E{l= 452 |bu
Column Capacity Calculations -
Controlling Buckling Stress =
Allowable Comp. Stress=
Factor of Safety for Comp. =
Nominal Column Capacity =
Allowable Column Capacity =
Static Axial Load on Column =
|bs
|bs
|bs
Combined Bending And Axial Forces '
Critical Buckling Load = 27783 |bs
Axial Stress Unity= 0.245
Bending Stress Unity= 0.175
Combined Stress Unity = 0.420
rX= 0.470 in
Si= 0.040 in3
|,= 0.060 in4
A.= 0.220 in2
A-= 0.157 in3
Bending Stress OK
At Top of Unit
UA Max Deflection =S%ofHeight
Deflection OK
Brg Stress OK
Shear Stress OK
RK4|Load Combination #1
RMI Load Combination #6
Axial Load OK
Magnification Factor 0.989
["= 0.85
Column is Adequate
17
%ECLIPSE
ENGINEERING
Torrid - Store #5722
Tukwila, Washington 98188
5/9/2019
RVC
Overturning and Anti -Tip Calculations
Overturning Forces -
Total Weight = 527 Ibs Load Case 1: Dead Load + 67% Live Load
Total Lateral Force = 89 Ibs
Overturning Force = 625 ft*lbs
Controlling Overturning Force
Total Weight = 225 Ibs Load Case 2: Dead Load + 100% Top Shelf
Total Lateral Force = 38 Ibs
Overturning Force = 273 ft*lbs
Does Not Control
Tension Force per Anchor = 190 Ibs Per Side of Unit
Shear Force per Anchor = 44 Ibs
USE: 'Hilti' HUS-E2 (or equivalent) POST INSTALLED ANCHOR BOLTS
Allowable Tension Force = 736 Ibs For 2500 psi Concrete
Allowable Shear Force = 1056 Ibs 3/8" Diameter x 2.5" Embedment
Vertical Seismic Force = 35.4 Ibs
Overstrength Factor = 2
Combined Loading = 0.516
Anti -Tip Track Design -
Type of Anti -Tip Device = NONE
Tension per Side = N/A Ibs
Capacity of Screws to Carriage = N/A Ibs
Anti -Tip Yield Stress = 16 ksi
Thickness Anti -Tip = 0.12 in
Width of Anti -Tip = 0.43 in
Section Modulus of Leg = 0.0092 in3
Allowable Stress on Leg = N/A ksi
Bending Stress on Leg =
N/A ksi
Anti -Tip Stress Unity = N/A
Section Modulus of Track = 0.090 in3
Spacing of Track A.B's = N/A in
Allowable Alumn. Stress = N/A ksi
Bending Stress on Track =
N/A ksi
Track Stress Unity = N/A
For Anchoring to Concrete
Floor Anchors are Adequate
N/A
6063-T5
N/A
6063-T5
N/A
18
k� 05Eyr~N NPS@_
sws|wssm|ms
Tukwila, Washington 98188
Torrid - Store #5722
5/9/2019
RVC
Shelf Beam Calculations
Shelf Beam Calculations:
Steel Yield Stress =
Modulus ofE|ost. =
Beam Type:
Area ofBeam =
Section Modulus ofBeam =
Moment ofInertia ofBeam =
Shelf Width =
Shelf Depth =
Total Load/Shelf =
Distributed Load =
3.0
2.0
75
12.5
Beam Type:
Maximum Design Moment=
Maximum Design Shear =
Beam Bending Stresses =
Beam Shear Stresses =
Bending Stress Unity =
Shear Stress Unity =
Max Allowable Deflection =
Maximum Beam Deflection =
Shelf Beam Rivet Check:
Diameter ofRivet =
Post Moment Shear on Rivet=
Beam Shear onRivet =
Resultant Shear =
Brg Capacity of Rivet =
Allowable Shear Stress =
Shear Stress on Rivet =
DIRL Low Profile
33 ksi
29000 ksi
DRL
0.168
0.020
0.014
ft
ft
|bs
p|f
DRL
14.1
18.8
8.6
0.11
0.25 in
107.3 |bs
18.8 |bs
109.0 |bs
529.8 |bs
9.6 ksi
22 ksi
DRH
0.277
O.219
0.220
Shelf DL= 3.5 oxf
Shelf LL= 10.00 psf
in2
in3
in4
/A|ovvab|e Bending Stress = 19.8 ksi
Allowable Shear Stress = 13.2 ksi
DRH DRC
ft-|bs
|bs
ksi
ksi
Bending Stress OK
Shear Stress OK
Deflection OK
Brg Stress OK
Shear Stress OK
19
�.15 Eur--0 B PS E
ENG|NEER|NG
Tukwila, Washington 98188
Torrid ' Store #57J3
5/9/2O19
RVC
Wall Supported Unit Calculations
Seismic ForcwatTmpefUnOts-
AvenageRoofHeight= 20.0 ft
Height ofAttachment = 10.0 ft
Shear Coeff Boundaries =
V—ax —=1.537
Total Weight per Unit = 472 |bs
Lateral Force at Top/Bottom = 81 lbs,
Standard Stud Spacing = 16 in
Wall Connections per Unit = 2
TekScrew Capacity = 84 |bs
Adjusted For ASD
I Tension Cap. for #10 Screw in 20ga Stud
Screw Capacity OK
Seismic
Uplift Force on Each Shelf
Seismic Uplift onShelves -
Vertical Seismic Component = 14.4 |bs
Vertical Dead Load per Shelf = 75.0 |bs
Connection Points per Shelf =
Net Uplift Load per Shelf =
4.0 Each Corner
'3D.G |bs
Uplift Forcer per Connection = -7.6 lbs
Rivet Connection OK
20
� OooECLIPS
Ems|mssR|ms
Tukwila, Washington 98188
Torrid - Store #S7IZ
5/9/2019
RVC
Light Gage Steel Stud Wall Framing
Stud DesigmData-
He|ghtofVVaUStuds= 16.0 ft
Location of Point Load = 10.0 ft
Design Lateral Load = 40.5 |bu
Additional Lateral Load = 5J0 osf
Design Axial Load = 85.3 |bs
Spacing ofStuds = 16.0 in
Int. Non-Brg'Worst Case HtAssumed
From Shelving Unit
Interior Seismic Force
Dead Load of Wall Framing
TRY: 3-6/0"m1'5/8"x 28saStuds @1G"o.c.(Worst Case Assumed)
VWdth= 3.625 in
Depth= 1.635 in
Thickness= 0.035 in
Fv]] ksi
E= 23000 ksi
K= 1.0
rx= 1,450 in
ry= 0,6I6 in
Sx= 0.368 in3
|x= 0.551 in4
Ap= 0.262 in2
UnbracedLength X= 16 ft
Unbraced Length Y = 4 ft
Stud Camacitw'
Buckling Stress, X= 16.32 ksi
Buckling Stress, Y= 47.14 ksi
Allowable Buckling Stress = 16.32 ksi
Nominal Axial Strength = 4277 |bs
Factor of Safety = 1.92
Allowable Axial Load = 2228 |bs
Maximum Design Moment = 365.3 ft-|bs
Maximum Design Shear = 78.7 |bs
Allowable Bending Stress = 21.78 ksi
Actual Bending Stress = 16.35 ksi
Allowable Shear Stress = 13.20 ksi
Actual Shear Stress = 0.30 ksi
Allowable Axial Stress = 8.50 ksi
Actual Axial Stress = 0.33 ksi
Combined Stress Unity = 0,79
Bending Stress OK
Shear Stress OK
Axial Stress OK
Combined Stress OK
21
*0 ECLI PS E
ENG|NEER|N5
Torrid ' Store #5722
Tukwila, Washington 9Q188
5/9/2019
RVC
Slab Bearing &UpUift Calculations
Slab Design Properties '
Minimum Concrete Strength =
Thickness ofConcrete Slab =
Weight ofConcrete Slab =
Allowable Bearing Pressure =
Bearing Loads On Post =
Uplift Loads on Post =
Slab Bearing CapacitV -
2500 psi Assumed
4 in Assumed
75 lbs Dead Load
270 |bs Live Load
313 |bs EC\Load
190 lbs Resultant Uplift
Depth ofPost nnSlab = 1.5 in
Factored Bearing Load = 968 |bs
Required Bearing Area = 189.35 in2
Critical Section = 4.13 in
Soil Pressure on[rb.Section = 736.5 plf
Section Modulus = 33.0 in3
Shear Area = 22 in
Conc. Shear Stress = 11.0 psi
Allowable Shear Stress = 73.2 psi
Conc. Bending Stress = 16.4 psi
Allowable Bending Stress = 137.5 psi
Slab Uplift CapacitV-
Required Area |o Resist Uplift =
Length ofSlab Req'd=
Worst Case Length ofSlab =
Distance toAnchor Bolt =
6.33
2.11
3.00
1.50
ft2
ft
ft
ft
Shear Force on1ftStrip = 105.0 |bs
Bending Moment onIft Strip = 78.8 ft-|bs
13.76 inches per side
For Bending
Along Critical Length
Plain Concrete per Foot
�hear Stress OK
[Bending
Assume Full Shelf Width xReqULength
Maximum of Width or Length Req'd
Bending OK
22
www.hilti.us
ProAnchor 2.7.3
Company:
Specifier:
Address:
Phone I Fax:
E-Mail:
Eclipse Engineering, Inc
Robert VanCamp
Page:
Project
Sub -Project I Pos. No,:
Date:
5/31/2017
Specifier's comments:
1 Input data
Anchor type and diameter: KWIK HUS-EZ (KH-EZ) 3/8 (2 1/2)
A., * - •
1 '
Effective embedment depth: hEtaci = 1.860 in., h„,,r r- 2.500 in.
Material: Carbon Steel
Evaluation Service Report: ESR-3027
Issued 1 Valid: 2/1/2016 112/1/2017
Proof: Design method ACI 318-14 / Mech.
Stand-off installation: - (Recommended plate thickness: not calculated)
Profile: no profile
e 4 # _ At 4
Base material: cracked concrete, 2500, lc' 2500 psi; h = 4.000 in.
Installation: hammer drilled hole, Installation condition: Dry
Reinforcement: tension: condition B, shear: condition 13; no supplemental splitting reinforcement present
edge reinforcement: none or < No. 4 bar
Seismic loads (cat. C, D, E. or F) Tension load: yes (17.2.3.4.3 (b))
Shear load: yes (17.2,3.5.3 (a))
Geometry [In.] & Loading [lb, 'nib]
NOTE: SHEAR AND TENSION FORCES
ARE PROVIDED TO CALCULATE
ANCHOR CAPACITY
-REFERENCE THE CALCULATIONS
FOR ACTUAL V & T AND UNITY CHECK
•
Input data and results must de checked for agreement with the wasting conditions and for plauelbilrly!
PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9.494 Schoen 1-1C9 is a registered Trademark of Hti AG, Schoen
Profis Anchor 2.7.3
Company:
Specifier:
Address:
Phone I Fax:
E-Mail:
Eclipse Engineering, Inc
Robert VanCamp
Page: 2
Project:
Sub -Project I Pos. No.:
Date: 5/31/2017
2 Proof I Utilization (Governing Cases)
Design values [lb] Utilization
Loading Proof Load Capacity ON i Pv rAi Status
Tension Concrete Breakout Strength 300 1051 29 / - OK
Shear Pryout Strength 100 1l509 - / 7 OK
Loading PNUtilization Ittcv rie Status
Combined tension and shear oad 0.285 0.066 4 OK
3 Warnings
Please consider all details and hints/warnings given in the detailed report!
Convert to ASD
Multiply by 0.7
Fastening meets the design criteria!
4 Remarks; Your Cooperation Duties
Any and all information and data contained in the Software concem solely the use of Hilti products and are based on the principles. formulas and
security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly
complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using
the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in,
Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you.
Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to
compliance with applicable norms and permits. prior to using them for your specific facility. The Software serves only as an aid to interpret norms
and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific
application.
You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular. you must arrange for the
regular backup of programs and data and. if applicable, carry out the updates of the Software offered by Hilti on a regular basis. II you do not use
the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case
by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or
programs, arising from a culpable breach of duty by you.
input data and resuCts roost be checked for agreement with the esistmg conditions and for plausIbiityl
PROFIS Anchor ( c )2003.2009 Hilti AG, FL-9494 Salaam HMI is a registered Trademark of HIILI AG. Schuman
OEFIMIT COMO COPY
PLAN REVIEW/ROUTING SLIP
PERMIT NUMBER: D19-0159 DATE: 05/16/19
PROJECT NAME: TORRID - RACKING
SITE ADDRESS: 17580 SOUTHCENTER PKWY
X Original Plan Submittal
Response to Correction Letter #
Revision # before Permit Issued
Revision # after Permit Issued
DEPARTMENTS:
101(/ 6461
Building Division
Public Works fl
kl\A NW&
Fire Prevention
Structural
Planning Division
Permit Coordinator
PRELIMINARY REVIEW:
Not Applicable ri
(no approval/review required)
REVIEWER'S INITIALS:
DATE: 05/21/19
Structural Review Required
DATE:
APPROVALS OR CORRECTIONS:
Approved
Corrections Required
(corrections entered in Reviews)
Approved with Conditions
Denied
(ie: Zoning Issues)
DUE DATE: 06/18/19
Notation:
REVIEWER'S INITIALS:
DATE:
Permit Center Use Only
CORRECTION LETTER MAILED:
Departments issued corrections: Bldg 0 Fire 0 Ping PW Staff Initials:
12/18/2013
Espafiol Cont
Search L&I
Safety & Health Claims & Insurance
ashington State Department of
abor & industries
A-% I nclux 1 I eli) My E.& I
Workplace Rights Trades & Licensing
SHILSHOLE DEVELOPMENT LLC
Owner or tradesperson
Principals
GATLIN, ALBERT G, PARTNER/MEMBER
YUKEVICH, MICHAEL A, PARTNER/MEMBER
Doing business as
SHILSHOLE DEVELOPMENT LLC
WA UBI No,
602 310 597
2811 FAIRVIEW AVE E
SUITE 1002
SEATTLE, WA 98102
206-777-2087
KING County
Business type
Limited Liability Company
Governing persons
ALBERT
G
GATLIN
MICHAEL ANDREW YUKVICH;
Certifications & Endorsements
OMWBE Certifications
No active certifications exist for this business.
Apprentice Training Agent
Not allowed to have apprentices.
License
Verify the contractor's active registration / license / certification (depending on trade) and any past violations.
Construction Contractor Active.
Meets current requirements.
License specialties
GENERAL
License no.
SHILSDL912K7
Effective --• expiration
05/27/2009— 06/11/2021
Bond
DEVELOPERS SURETY & INDEM CO
Bond account no.
361188C
$12,000.00
Received by L&I Effective date
05/27/2009 05/27/2009
Expiration date
Until Canceled
insurance
Wesco Insurance Co $2,000,000.00
Policy no.
WPP1063302
Received by L&I Effective date
Help us improve
04/22/2019
05/27/2012
Expiration date
06/27/2020
Savings
No savings accounts during the previous 6 year period.
Lawsuits against the bond or savings
No lawsuits against the bond or savings accounts during the previous 6 year period.
L&I Tax debts
No L&I tax debts are recorded for this contractor license during the previous 6 year period, but some debts
may be recorded by other agencies.
License Violations
No license violatioAs during the previous 6 year period.
Workers' comp
Public Works Requirements
Workplace safety and health
tt't Washington State Dept. et Labe; ,ts. industries. Use ot this site is stio;ect to the ew of the stete ot Washington,
Help us improve
MAY I `T 9n1(I
Y
TER
FIL ���,(.f�O�nP��
Permit No. I.F..r_sJ.i J —
Plan review approval Is subject to errors ano
omissions. Approval of construction documents does
not allthnriZe the Violation of any adopted code or
ordinance. Receipt of approved Field Copy and
con I nowledgea:
By:
City of Tu.w„a
e UILDING t11VISION
SHEET NO. DESCRIPTION
STRUCTURAL - STORAGE RACK SYSTEM
SH-1 TITLE SHEET & ADDITIONAL INFORMATION
SH-2 PARTIAL PLANS AND DETAIL SHEET -
DRAWING INDEX
REVISIONS
No changes shall be mace to the scope
Of WOrK Wltnout prior approval Of the,
Tukwila Building Division.
NOTE: Revisions wilt redulre a new plan
submittal and may Include additional plan review.
1, SHELVING RACK LAYOUT PLANS HAVE BEEN PREPARED BY SHELVING RACK AND MOBILE TRACK SUPPLIER IN ACCORDANCE WITH
STOCKROOM LAYOUT PREPARED BY THE ARCHITECT OF RECORD FOR THE TENANT IMPROVEMENT PROJECT.
2. TENANT'S G.C. IS REQUIRED TO FOLLOW INSTRUCTIONS NOTED ON ARCHITECTURAL TITLE SHEET PREPARED BY THE ARCHITECT OF RECORD
FOR THE TENANT IMPROVEMENT PROJECT.
3. G.C. SHALL NOTIFY ARCHITECT/TENANT OF ANY DESIRED/NECESSARY MODIFICATIONS TO THE STOCKROOM LAYOUT SHOWN AND
PREPARED BY THE ARCHITECT OF RECORD FOR THE TENANT IMPROVEMENT PROJECT:
4. G.C. IS REQUIRED TO COORDINATE ALL REQUIRED INSPECTIONS BY THE CITY OR THIRD PARTY INSPECTORS WHERE REQUIRED.
S. G.C. SHALL CONTACT ECLIPSE ENGINEERING INC. IF ANY EXISTING STRUCTURAL CONDITIONS DIFFER FROM STATED ASSUMPTIONS
GENERAL CONFORMANCE
n,t�KIDL:FE
slam • 0r.j3 to atSc 6fNORTH
tr. * .:., „ , .,,.. ; , , y ,,,:: s,,,. . , _. _. _._.. _ .. , ._ _ . _.__. --_-_. ...._..,_ .. , ... __. __. A COMMERCIAL RETAIL TENANT IMPROVEMENT. THESE DRAWING
4 � S CONTAIN ONLY THE PARTIAL PLANS AND THE DETAILS THAT PERTAIN TO THE
� o ,
" a ? ' • `� �? DETAILS OF THE PROPOSED SHELVING SYSTEMS AND PROPER ANCHORAGE OF THE STOCKROOWS FIXED AND MOBILE SHELVING RACK SYSTEMS.
s n h
3
SEE ARCHITECTURAL PLANS FOR FULL EXTENT OF WORK.
BUILDING CODES: 2015 IBC, ASCE 7-10, & 2012 RMI-MH16.1
VICINITY MAP: N.T.S SITE LOCATION: N.T.S SCOPE OF WORK
1. THE STORAGE RACKS SHALL BE INSTALLED SUCH THAT THE MAXIMUM OUT -OF -PLUMB MEASUREMENT SHALL
j aeon s T- EGRESS PATH _ — _�- -� i NOT EXCEED 0.5" PER 10' 0" IN HEIGHT.
RR a ------ HANaNd iop'- ear iND ROD- "-" HgraN ROD 2. THE OWNER SHALL MAINTAIN THE STRUCTURAL INTEGRITY BY ASSURING PROPER OPERATION,
T _ e GE HOUSEKEEPING,AND MAINTENANCE OF THE RACK SYSTEM BY PROHIBITING OVERLOADING OF THE RACK
- " -
1X p z6N'p SYSTEM AND REGULARLY INSPECTING FOR DAMAGE.
I "` 3. UPON ANY VISIBLE DAMAGE, THE PERTINENT PORTIONS OF THE RACK SHALL BE UNLOADED IMMEDIATELY BY
- THE USER AND THE DAMAGED PORTION SHALL BE ADEQUATELY REPAIRED OR REPLACED.
i Tzi-. we I j l ' it I.
r�
I _ _ P.$ s _ _w 4. A D NOT FORKLIFT _ FIXED/MOBILE RETAIL SHELVES SHALL BE RESTOCKED BY HAND. O N USE A FT OR OTHER
aTANDARD.
FF4477RR�� � I MECHANIZED LOADER TO STOCK SHELVES.
d..__ itJ r'41Vi1i4y1-
1 =s:1 tls istilh 1).Y ♦!M{•
ii m 11 lt9ltnl+tfiP.. IDfr#NI
t.S I I r I6ift�i a It,f'6ti
l o II
r
- A91 _ NOTES OF CAUTION
_ I
M i +� EGRESS PATH �� �A €s dREri i 1 I I I SEPARATE PERMIT f
t I 1 I I I - - RE UIRED FOR: IEWED FOR
r �x II — — — — — — _-- 1 1 �` Mechanical �� JE COMPLIANCE
I j L7-,,7 L�, Electrical APPROVED
1 a'-s III Lam! Plumbing
BACK OF HOUSE ®_ ` `i i _ I _ . g
STOCKROOM /� �� ail i i � Cityo T kwas fla ng ��Y 24 2Q1�9
,1 I� -
i -7s •uw. e I rsr I I i ;fr BUILDING DIVISION
1 z- i i Nam' City of Tukwila
BUILDING DIVISION
�.
- l 2 i EGRESS PATH' '� I I (1 i LANDLORD TENANT ARCHITECT
_ KIMCO REALTY TORRID LLC BRUCE M. CARLSON ARCHITECT, PLLC
I , , , I� , I� I _ __ .. _ _, „ , _ _ _ 1 ([ I - 4065 FACTORIA SQUARE MALL SOUTHEAST 18305 EAST SAN JOSE AVENUE 800 WASHINGTON AVENUE NORTH, SUITE #208
!!! - ( - BELLEVUE, WASHINGTON 98006 CITY OF INDUSTRY, CALIFORNIA 91746 MINNEAPOLIS, MINNESOTA55401
TEL 425-373-3508 TEL 512-897-0176 TEL. 612-547-1300
CONTACT: TERRI MEZGEBU CONTACT- KENT KELLER CONTACT: BRUCE CARLSON
I I I I I IE EMAIL- imezgeb"@kimcorealty.<om EMAIL: kkeller@hottopi-om EMAIL: torrid@cmarch.com
1 •
i o
- - - 5fill
i d "W- s ; �I111 1 �� - nECEIVEn
� o
6LG4YE
R [ a ^" - t III 1
-11 ® 4.a Y l i� E�n l i l CITY �F 1'i�{1Vtl.�1
MAY 16 2019
tz 1.t' a
STORAGE SHELVING ENGINEER MOBILE /FIXED SHELVING LAYOUT
z 1 I (? ECLIPSE ENGINEERING J
crrnNc • •� w- A L MOBILE MEDIA STORAGE SOLUTIONS
i 376 SW BLUFF DRIVE, SUITE #8 PO BOX 177, 24 CENTER STREET
_ _ � CENTER
--�,. r -r r-�- �; t=,,, I BEND, OR 97701
PERMI
T CCtU
-,'go �, if
i- PINE BUSH, NY 12566 -
_--- c I'.� _ - _- -,— -• >�'.�..�.--..q .-.. -_ ... --..- _ �-�— - -" _..�,� .-. --n ^ ,-r --...� _ - -,r :� ' ' '-"^ -^^'^�-`-• ,•=�•�i-,'• t� .� TB
080
CONTACT: ROBERT VANCAMP CONTACT ESS CA ROBINSON
EMAIL rvancomp@eeimtcom EMAIL jr@mobilemediastorage.com
10 STANDARDS!' F8 STANDARD t
G�Olsq
SPACE LOCATION: N.T.S PROJECT CONTACTS
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PROJECT #: 19-05-067
DATE:
5-09-2019
SHEET
SHeal
MAY 13 2019
GENERAL NOTES:
1) DESIGN OF STEEL STORAGE SHELVING ASSHOWN BYTHESE DRAWINGS AND CALCULATIONS ARE IN
COMPLIANCE WITH THE REQUIREMENTS OF THE 2012/151BC, ASCE 7-10, & ANSI/RMI-MH16.1(2012)
2) STEEL FOR ALL SHAPES IS Fy = 33 KSI (EXCEPT AS NOTED)
3) ALL ANCHORS ARE HILT] HUS-EZ (ESR-3027) OR APPROVED EQUAL
(SPECIAL INSPECTION REQUIRED - REFERENCE TABLE BELOW)
4) (E) SLAB = MIN. 4" THICK CONCRETE SLAB -ON -GRADE w/ F'c = 2500 PSI AND MIN. 500 PSF SOIL BEARING
S) ALL SHELVING INSTALLATIONS MANUFACTURED IN CONFORMITY WITH THIS STANDARD SHALL DISPLAY
IN ONE OR MORE CONSPICUOUS LOCATIONS A PERMANENT PLAQUE, EACH NOT LESS THAN 50 SQUARE
INCHES IN AREA SHOWING THE MAXIMUM PERMISSIBLE UNIT LOAD PER LEVEL
6) ALL SHELVING SHALL BE IN COMPLIANCE WITH THE CURRENT RMI STANDARDS
7) THE CLEAR SPACE BELOW SPRINKLERS SHALL BE A MINIMUM OF 18 INCHES BETWEEN THE TOP OF THE
STORED MATERIALAND THE CEILING SPRINKLER DEFLECTORS
8) THE SHELVING STOCKROOM WILL NOT BE OPEN TO THE PUBLIC
9) SHELVING UNIT'S MAXIMUM "OUT-OF-PLUMBNESS" SHALL BE 0.5 INCH IN 10 FT
10) STORAGE SHELVING CAPACITY =10 PSF PER LEVEL
STATEMENT OF SPECIAL INSPECTION
VERIFICATION AND INSPECTION
PERIODIC
_
HILT""
(ICC-ES ESR-3027)
INSPECTED BY
CONFIRM ANCHOR TYPE
X
318* AX3'LONG-
SECCTIONTION4.4, 5.2, TABLE 1
INSPECTOR
CONFIRM CONCRETE
X
MINIMUM 2500 PSI
COMPRESSIVE STRENGTH
CONFIRM CONCRETE
X
4" MINIMUM
THICKNESS
HOLE DIAMETER
X
318' DIA X 2.314' LONG -
SECTION 4.3, 4.4, FIGURE 4A
INSPECTOR
CLEAN OUT OF HOLE
X
BULB/BLOW OUT-
INSPECTOR
SECTION 4.3, 4.4
MINIMUMANCHORSPACING
X
2.25'
SECTION 4.4, 5,7, TABLE 2
INSPECTOR
MINIMUM EDGE DISTANCE
X
SECTION 4.4,1'5" 5.7, TABLE 2
INSPECTOR
ANCHOR EMBEDMENT
X
2'S`
SECTION 4.3, 4.4, 5.2, TABLE 2, 3
INSPECTOR
TIGHTENING TORQUE
X
N 4.3, 4A, TIO40FT-LBS
SEC TABLE 2
INSPECTOR
Note: apectlon to be completed
byy a 3rd party inspector
X
EARTHQUAKE DESIGN DATA:
a) Seismic Importance Factor, IE =1
Risk Category II - Not Open to the Public
b) Mapped Spectral Response Accelerations:
Ss = 1.441 S1= 0.537
c) Site Class = D (Assumed)
d) Spectral Response Coefficients:
Sds = 0.960 SILL = 0.537
e) Seismic Design Category = D
f) Basic Seismic -Force -Resisting System(s):
Non -Building Structures, Steel Shelving
g) Design Base Shear =110 lb
h) Seismic Response Coefficient: Vt = 0,168
]) Response Modification Factor: R = 4
j) Redundancy Factor: p =1.0
k) Analysis Procedure per ASCE 7-10, Section 15.5.1
�L. POST T—POST
14 GA. 0 14 GA.
�,� UPRIGHT STEEL POSTS
NOTE: THE SHELVING SHALL BE ATTACHED EXISTING WALL
TO THE EXISTING WALL STUDS AND COVER
CONCRETE SLAB. NO NEW STUDS OR
-- STUD WALLS ARE REQUIRED. ISTING WOOD I
Arm Flange for alignment STEEL WALL STUB
Self Drilling #12 x 1" Screws - 1 into wheel channel — 16" D.C. MAX
2 screws from upright posts to
carriage and 2 screws from
anti -tip arm to carriageB�'
Anti -Tip Arm PLAN VIEW — STE LL
3/8" HILTI HUS-EZ ANCHORS w/ #14x3" TEK SCREW AT
2-1/2" MINIMUM EMBEDMENT EACH WALL STUD HELF BEAM
SPACED AT 24" O.C. MAX. -TYP• —REF. DETAIL 2
'e < ' a" . - •' •. • a` .;a SHELVING POST (STING STUD WALL
e.
•� '
SHELF BEAM IN. 1" EMBED.
—REF. DETAIL 2 Q INTO STUD WALL
a
a
•.
.° a.' • e
tv
NOTES.
° • 4'' 1. CONTRACTOR SHALL FIELD VERIFY MINIMUM SIZE, SPACING, AND GUAGE OF EXISTNG
WALL STUDS.
2. MINIMUM STEEL WALL STUD SIZE = 362S125-30 (3-5/8"x1-1/4"x20 GA.).
3. MNMUM WOOD WALL STUD SIZE = 2x4.
ANTI —TIP TRACK f �� WALL ATTACHMENT DETAIL
NOTE: NOTE:
�1�
N
1 /4"4 RIVET
14 GA.
HIGH PROFILE SHELF BEAM
PR 0""
ilJ R
1/4"0 RIVET
Q ,5li6"
14 GA.
LOW PROFILE SHELF BEAM
SHELF BEAM CONNECTIONS
NOTE: ANCHOR BOLTS SHALL BE LOCATED
A MINIMUM OF 6" —POST FROM ANY CONCRETE
T CONTROLIOINTS
—POST
x 1"
SCR
l f SCREW
FASTEN W/ #14x1" STEN W/ #14x1"
LONG TEK SCREW LONG TEK SCREW
SHELVING LOAD ON SLAB
=
"T" POST COL. B.PL. "L POST COL. B.PL 100 PSF MAX
(2) 3/8"0 ANCHOR BOLTS w/ 2-1/2" (1) 3/8"4 ANCHOR BOLT w/ 2-1/2-
EMBEDMENT (SEE GENERAL NOTE #3) EMBEDMENT (SEE GENERAL NOTE #3)
f � BASE PLATE AND SLAB DEl•AILS
FIXED/MOBILE RETAIL SHELVES SHALL BE RESTOCKED BY HAND, DO NOT USE A
SHELF CONFIGURATION (LENGTH, WIDTH, NUMBER OF SHELVES) VARIES PER UNIT:
SCOPE O F WORK
FORKLIFT OR OTHER MECHANIZED LOADER TO STOCK SHELVES.
-REF. SHELVING CUTSHEETS AND FIXTURE PLAN
REGULARLY INSPECT SHELVING FOR DAMAGE. IF DAMAGE IS FOUND, IMMEDIATELY
ALL SHELVING TO BE WIRE GRID SHELVING
ANCHORAGE OF FIXED AND MOBILE RETAIL SHELVING UNITS. THESE DRAWINGS
UNLOAD THE AFFECTED AREA AND REPLACE OR REPAIR ANY DAMAGED COLUMNS,
- BACK TO BACK UNITS, WHERE OCCURS, SHALL BE BOLTED TOGETHER WITH 1/4"0
CONTAIN ONLY THE PLANS AND DETAILS PERTAINING TO THE PROPER ANCHORAGE
BEAMS, OR OTHER STRUCTURAL COMPONENTS
BOLTS AT 24" O.C. ALONG THE LENGTH OF THE POST.
OF THE BACK -OF -HOUSE FIXED AND MOBILE SHELVING RACK SYSTEMS. REFERENCE
ARCHITECTURAL PLANS FOR FULL EXTENT OF WORK. THESE SHELVING UNITS ARE
ENSURE THAT SHELVING IS NOT MODIFIED OR RE -ARRANGED IN A MANNER NOT
NOT ACCESSIBLE TO THE GENERAL PUBLIC.
WITHIN THE ORIGINAL DESIGN CONFIGURATIONS
36"-42 42" 42" 18"-24" 18" 78" 42" 18" 18"
WALL —SUPPORTED FREE—STANDING
FIXED SHELVING SIDE VIEWS
MOBILE SHELVING SIDE VIEW
FOR (2) RACKS BACK TO
ATTACH RACK POSTS w/
6 BOLTS AT 24" O.C.
1
FILE
PARTIAL FLOOR PLAN & SHELVING RACK LAYOUT
€iECFiVED
CITY OF 1 L(KWILA
MAY 16 2019
PERMIT CENTER
NOTES/SYMBOLS
STATIC UNIT
MANUAL MOBILE UNIT
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PROJECT #: 19-05-06
DATE:
5-09-2019
SHEET
MAY 2 4 2019
ChY of Tukwila
�, BUltD1NG D!V!SlON