HomeMy WebLinkAboutPermit D17-0150 - DICK'S SPORTING GOODS - STORAGE RACKSDICK'S
SPORTING GOODS
17450 SOUTHCENTER PKWY
D17-0150
Parcel No:
Address:
0
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
2623049110
17450 SOUTHCENTER PKWY
Project Name: DICK'S SPORTING GOODS
Permit Number: D17-0150
Issue Date: 7/25/2017
Permit Expires On: 1/21/2018
Owner:
Name:
Address:
Contact Person:
Name:
Address:
Contractor:
Name:
Address:
License No:
Lender:
Name:
Address:
KIR TUKWILA 050 LLC
3333 NEW HYDE PARK RD #100 C/O
KIMCO REALTY CORP, PO BOX 5020
NEW HYDE PK, TX, 11042
THOMAS BERNARDI
995 N IH 35E , WAXAHACHIE, TX,
75165
RETAIL FIXTURE SOLUTIONS INC
995 N INTERSTATE HIGHWAY 35E ,
WAXAHACHIE, TX, 75165
RETAIFS864PS
KIMCO REALTY
4065 FACTORIA MALL, BELLEVUE,
WA, 98006
Phone: (812) 294-3761
Phone: (972) 923-0001
Expiration Date: 10/16/2018
DESCRIPTION OF WORK:
INSTALLATION OF 15' METAL RACK STORAGE SYSTEM WITH OPEN WIRE GRID SHELVING
Project Valuation: $161,000.00
Type of Fire Protection:
Sprinklers: YES
Fire Alarm: YES
Type of Construction: VB
Electrical Service Provided by: TUKWILA
Fees Collected: $3,524.70
Occupancy per IBC: M
Water District: HIGHLINE,TUKWILA
Sewer District: TUKWILA
Current Codes adopted by the City of Tukwila:
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:
WA Cities Electrical Code:
WAC 296-46B:
WA State Energy Code:
2014
2014
2014
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:
Water Meter:
Volumes: Cut: 0 Fill: 0
Number: 0
No
Permit Center Authorized Signature:
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 ernin: his work will be complied with, whether specified herein or not.
The granting of this per
state or local laws r
development pe
Signature:
Print Name:
does not pres
ulating constr
it a
e to give authority to violate or cancel the provisions of any other
on or the performance of work. I am authorized to sign and obtain this
to the conditions atta ed to this permit.
Date: -7/2-0..
This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if
the work is suspended or abandoned for a period of 180 days from the last inspection.
PERMIT CONDITIONS:
1: ***BUILDING PERMIT CONDITIONS***
2: Work shall be installed in accordance with the approved construction documents, and any changes made
during construction that are not in accordance with the approved construction documents shall be
resubmitted for approval.
3: All permits, inspection record card and approved construction documents shall be kept at the site of work
and shall be open to inspection by the Building Inspector until final inspection approval is granted.
4: 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 -feet in height shall be anchored or braced to prevent overturning or displacement during seismic
events. The design and calculations for the anchorage or bracing shall be prepared by a registered
professional engineer licensed in the State of Washington. Periodic special inspection is required during
anchorage of storage racks 8 feet or greater in height.
6: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an
approval of, any violation of any of the provisions of the building code or of any other ordinances of the City
of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other
ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction
documents and other data shall not prevent the Building Official from requiring the correction of errors in
the construction documents and other data.
r 0
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.
12: Sprinklers shall be installed under fixed obstructions over 4 feet (1.2 m) wide. (NFPA 13-8.6.5.3.3)
13: 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)
14: 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)
15: 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)
16: Flue spaces shall be provided in accordance with International Fire Code Table 3208.3. Required flue
spaces shall be maintained.
17: 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
CITY OF TUKWILA
Community Development Department
Public Works Department
Permit Center
6300 Southcenter Blvd., Suite 100
Tukwila, WA 98188
http://www.TukwilaWA.gov
Building Permit No. bi-7,0R---o
Project No.
Date Application Accepted:
Date Application Expires:
le -5-17
I)- - i )
(For office use only)
CONSTRUCTION PERMIT APPLICATION
Applications and plans must be complete in order to be accepted for plan review.
Applications will not be accepted through the mail or by fax.
**Please Print**
SITE LOCATION
Site Address:
King Co Assessor's Tax No.: 352304-9005
17450 Southcenter Parkway, Tukwila, WA 98188 Suite Number: Floor: 1
Tenant Name: Dick's Sporting Goods
PROPERTY OWNER
Name: KIR Tukwila, L.P.
Address: 4065 Factoria Mall SE, Suite F10
City: Bellevue State: WA Zip: 98006
CONTACT PERSON — person receiving all project
communication
Name: Thomas Bernardi
Address: 995 N IH 35E
Address: 995 N IH 35E
Phone: (972) 923-0001 Fax: (972) 923-0255
Cit': Waxahachie State: TX
Zip: 75165
Phone: (812) 294-3761 Fax: (972)
923-0255
Email: tbernardi@retailfixturesolutions.com
GENERAL CONTRACTOR INFORMATION
Company Name: Retail Fixture Solutions, Inc.
Address: 995 N IH 35E
City: Waxahachie State: TX Zip: 75165
Phone: (972) 923-0001 Fax: (972) 923-0255
Contr Reg No.: CC RETAIFS864PS Exp Date: 10/16/2018
Tukwila Business License No.: BUS -0997814
H:\Applications\Forms-Applications On Line\2011 Applications \Permit Application Revised - 8-9.11.docx
Revised: August 2011
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New Tenant: m Yes ❑ ..No
ARCHITECT OF RECORD
Company Name: Structural Concepts Engineering, Inc.
Company Name: Herschman Architects
Address: 1615 Yeager Avenue
Architect Name: Don Alexander
Phone: (909) 596-1351 Fax: (909) 593-8561
Address: 25001 Emery Rd.
114
City: Cleveland State: OH
Zip: 44128
Phone: (216) 223-3200 Fax:
Email:
ENGINEER OF RECORD
Company Name: Structural Concepts Engineering, Inc.
Engineer Name: Bob Sharif
Address: 1615 Yeager Avenue
Cit': La Verne State: CA Zip: 91750
Phone: (909) 596-1351 Fax: (909) 593-8561
Email: bob@sceinc.net
LENDERJBOND ISSUED (required for projects $5,000 or
greater per RCW 19.27.095)
Name: fr.i ^„
W
Address:
L -C
/67
114
14441
City: ys��Dl
Page 1 of 4
BUILDING PERMIT INFORMATION — 206-431-3670
Valuation of Project (contractor's bid price): $ 161,000
Describe the scope of work (please provide detailed information):
The installation of 15' metal rack storage system with open wire grid shelving.
Will there be new rack storage? ® Yes
Existing Building Valuation: $
❑.. No If yes, a separate permit and plan submittal will be required.
Provide All Building Areas in Square Footage Below
PLANNING DIVISION:
Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches)
*For an Accessory dwelling, provide the following:
Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling:
*Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence.
Number of Parking Stalls Provided: Standard: Compact: Handicap:
Will there be a change in use? 0 Yes 0 No If "yes", explain:
FIRE PROTECTION/HAZARDOUS MATERIALS:
0 Sprinklers 0 Automatic Fire Alarm 0 None 0 Other (specify)
Will there be storage or use of flammable, combustible or hazardous materials in the building? 0 Yes 0 No
If `yes', attach list of materials and storage locations on a separate 8-1/2" x 11 " paper including quantities and Material Safety Data Sheets.
SEPTIC SYSTEM
0 On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health
Department.
H:\Applications\Forms-Applications On Line\2011 Applications\Permit Application Revised - 8-9-11.docx
Revised: August 2011
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Page 2 of 4
Existing
Interior Remodel
Addition to
Existing
Structure
New
Type of
Construction per
IBC
Type of
Occupancy per
IBC
1' Floor
5,485
2nd Floor
3rd Floor
Floors thru
Basement
Accessory Structure*
Attached Garage
Detached Garage
Attached Carport
Detached Carport
Covered Deck
Uncovered Deck
PLANNING DIVISION:
Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches)
*For an Accessory dwelling, provide the following:
Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling:
*Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence.
Number of Parking Stalls Provided: Standard: Compact: Handicap:
Will there be a change in use? 0 Yes 0 No If "yes", explain:
FIRE PROTECTION/HAZARDOUS MATERIALS:
0 Sprinklers 0 Automatic Fire Alarm 0 None 0 Other (specify)
Will there be storage or use of flammable, combustible or hazardous materials in the building? 0 Yes 0 No
If `yes', attach list of materials and storage locations on a separate 8-1/2" x 11 " paper including quantities and Material Safety Data Sheets.
SEPTIC SYSTEM
0 On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health
Department.
H:\Applications\Forms-Applications On Line\2011 Applications\Permit Application Revised - 8-9-11.docx
Revised: August 2011
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Page 2 of 4
PUBLIC WORKS PERMIT INFOTION — 206-433-0179
Scope of Work (please provide detailed information):
The installation of 15' metal rack storage system with open wire grid shelving.
Call before you Dig: 811
Please refer to Public Works Bulletin #1 for fees and estimate sheet.
Water District
0 ...Tukwila ❑... Water District 1#l25
❑ ...Water Availability Provided
Sewer District
❑ ...Tukwila
❑ ...Sewer Use Certificate
❑ .. Highline
❑... Valley View ❑ .. Renton
0...Sewer Availability Provided
❑ .. Renton
0 .. Seattle
Septic System:
❑ On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department.
Submitted with Application (mark boxes which apply):
❑ ...Civil Plans (Maximum Paper Size — 22" x 34")
❑ ...Technical Information Report (Storm Drainage) 0 .. Geotechnical Report
❑ ...Bond 0 .. Insurance ❑ .. Easement(s) 0 .. Maintenance Agreement(s)
Proposed Activities (mark boxes that apply):
❑ ...Right-of-way Use - Nonprofit for less than 72 hours
❑ ...Right-of-way Use - No Disturbance
❑ ...Construction/Excavation/Fill - Right-of-way 0
Non Right-of-way
❑ ...Total Cut
0 ...Total Fill
cubic yards
cubic yards
❑ ...Sanitary Side Sewer
0 ...Cap or Remove Utilities
0 ...Frontage Improvements
❑ ...Traffic Control
❑ ...Backflow Prevention - Fire Protection
Irrigation
Domestic Water
❑ ...Traffic Impact Analysis
❑ ...Hold Harmless — (SAO)
❑ ... Hold Harmless — (ROW)
❑ .. Right-of-way Use - Profit for less than 72 hours
❑ .. Right-of-way Use — Potential Disturbance
❑ .. Work in Flood Zone
❑ .. Storm Drainage
❑ .. Abandon Septic Tank
❑ .. Curb Cut
❑ .. Pavement Cut
❑ .. Looped Fire Line
❑ ...Permanent Water Meter Size...
❑ ...Temporary Water Meter Size ..
❑ ...Water Only Meter Size
❑ ...Sewer Main Extension Public
❑ ...Water Main Extension Public
WO #
WO #
WO #
Private ❑
Private ❑
❑ .. Grease Interceptor
❑ .. Channelization
0 .. Trench Excavation
❑ .. Utility Undergrounding
0 ... Deduct Water Meter Size
FINANCE INFORMATION
Fire Line Size at Property Line
Number of Public Fire Hydrant(s)
0 ...Water 0 ...Sewer 0 ...Sewage Treatment
Monthly Service Billing to:
Name: Day Telephone:
Mailing Address:
Water Meter Refund/Billing:
Name:
Mailing Address:
City
State Zip
Day Telephone:
City
State Zip
H:\Applications\Forms-Applications On Line \2011 Applications\Permit Application Revised - 8-9-11.docx
Revised: August 201 t
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Page. 3 of 4
PERMIT APPLICATION NOTES —
Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject
to possible revision by the Permit Center to comply with current fee schedules.
Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation.
The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be
requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition).
I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER
PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT.
BUILDING 0.'ALT[ .h R AUTHORI Z
Signature:
Print Name:
Thomas J. Berna
Mailing Address: 995 N. IH 35E
Date:
Day Telephone: (812) 294-3761
Waxahachie tx 47126
State Zip
City
H:\Applications\Forms-Applications On Line\2011 Applications\Permit Application Revised - 8-9.11.docx
Revised: August 2011
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Page 4 of 4
Cash Register Receipt
City of Tukwila
DESCRIPTIONS I ACCOUNT QUANTITY
PermitTRAK
PAID
$3,524.70
D17-0150 Address: 17450 SOUTHCENTER PKWY Apn: 2623049110
$3,524.70
DEVELOPMENT
$3,421.16
PERMIT FEE
R000.322.100.00.00
0.00
$2,070.70
PLAN CHECK FEE
R000.345.830.00.00
0.00
$1,345.96
WASHINGTON STATE SURCHARGE
B640.237.114
0.00
$4.50
TECHNOLOGY FEE
$103.54
TECHNOLOGY FEE
TOTAL FEES PAID BY RECEIPT: R11636
R000.322.900.04.00
0.00
$103.54
$3,524.70
Date Paid: Monday, June 05, 2017
Paid By: RETAIL FIXTURE SOLUTIONS
Pay Method: CHECK 7726
Printed: Monday, June 05, 2017 3:58 PM 1 of 1
CPWSYSTEMS
INSPECTION RECORD
Retain a copy with permit
4
INSPECTION NO. PERMIT NO.
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670
Permit Inspection Request Line (206) 438-9350
roject:
Dices seamAr6, 6abS
1'V"�pP of Inspection: ,
OW LIVAIl JA/;L-
Address:
l 7q57) -(.4inf Imo/
Date Called:
Special Instructions:
57zR4.6e R/30K'/ ''
p12c "P
Date Wame
;lei/ 7
PAIL
Request :
Phone No:
Approved per applicable codes. Corrections required prior to approval.
COMMENTS:
Inspector:
Date: 9.415_72
REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be
paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection.
y
INSPECTION NUMBER
INSPECTION RECORD
Retain a copy with permit
/7-S--S-
PERMIT NUMBERS
CITY OF TUKWILA FIRE DEPARTMENT
206-575-4407
Project: `O
'Q
cr.4-1.
Type of Inspection:
In
Address:
Suite #: / 7'/[
' "
p�w/
Contact Person:
Special Instructions:
Occupancy Type:
Phone No.:
Approved per applicable codes.
Corrections required prior to approval.
COMMENTS:
Sprinklers:
Fire Alarm:
Hood & Duct:
Monitor:
Pre -Fire:
Permits:
Occupancy Type:
-- /` fe,e6e-.-i /7/f ,, U--
.
.-rioz' 24(,t
- /Zfa4
.
i
J\JQV
,?moi✓P,./-P
fr"-re_n_ ,zi rs //v,..#/),
5S k/'' f -/-D c Aeoor
/V D /
O''x-
j' ,X
/UU/t
ie/A-((-.1
Needs Shift Inspection:
Sprinklers:
Fire Alarm:
Hood & Duct:
Monitor:
Pre -Fire:
Permits:
Occupancy Type:
1
Inspector:
'c?
Date:
9/43// 7
Hrs.: «6
$100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from
the City of Tukwila Finance Department. CaII to schedule a reinspection.
Billing Address
Attn:
Company Name:
Address:
City:
State:
Zip:
Word/Inspection Record Form.Doc
3/14/14
T.F.D. Form F.P. 113
Structural
Concepis
Engineering
REVIEWED FOR
CODE COMPLIANCE
. APPROVED
1 JUN 19 2011
City of Tukwila
BUILDING DIVISION
Project Nome :
Project Number :
Dote :
FILE.
1815 Wright Ave
La Verne, Co. 91750
Tel: 909-596-1351 Fax: 909-596-7186 RECEIVED
CITY OF TUKWILA
JUN 052017
PERMIT CENTER
DICK'S SPORTING GOODS #1332
R-051717-1 LV
06/01/17
Street Address: 17450 SOUTHCENTER PKWY
City/State : TUKWILA, WA 98188
Scope of Work : STORAGE RACK
EXPIRES 10/25/-w
JUN 0 210.11
1
t T
Stturai
oncepts
Engineering
1815 Wright Ave La Verne. CA 91750 Tel: 909.596.1351 Fax: 909.596.7186
By. S.P. Project: DICKS SPORTING GOODS # 1332
Project #: R-051717-1
TABLE OF CONTENTS
Title Page 1
Table of Contents 2
Design Data and Definition of Components 3
Critical Configuration 4
Seismic Loads 5 to 6
Column 7
Beam and Connector 8 to 9
Bracing 10
Anchors 11
Base Plate 12
Slab on Grade 13
Other Configurations 14 to 3 (,
DSG-TUKWIIA-TYPE 17D-1 5D
Page of 3 5/26/2017
t a
Strturai
Voncepta
Engineering
1815 Wright Ave La Veme. CA 91750 Tei: 909.596.1351 Fax: 909.596.7186
By. S.R. Project: DICKS SPOR11NG GOODS # 1332
Project #: R-051717-1
Design Data
1) The analyses herein conforms to the requirements of the:
2015IBCSecttion 2209
ANSI MH 16.1-2012 Specifications for the Design oftndustria/Steel Storage Racks "2012 RMI Rad( Design Manual"
ASCE7-10, section 15.5.3
2) Transverse braced frame steel conforms to ASTM A570, Gr.55, with minimum strength, Fy=55 ksi
Longitudinal frame beam and connector steel conforms to ASTM A570, Gr.55, with minimum yield, Fy=55 ksi
All other steel conforms to ASTM A36, Gr. 36 with minimum yield, Fy= 36 ksi
3) Anchor bolts shall be provided by installer per ICC reference on plans and calculations herein.
4) All welds shall conform to AVAS procedures, utilizing E70xx electrodes or similar. All such welds shall be performed
in shop, with no field welding allowed other than those supervised by a licensed deputy inspector.
5) The existing slab on grade is 4" thick with minimum 4000 psi compressive strength. Allowable Soil bearing capacity is 1000 psf.
The design of the existing slab is by others.
6) Load combinations for rack components correspond to 2012 RMI Section 2.1 for ASD level load criteria
Definition of Components
4
Frame
Height
Ate_
Beam
Product
Beam
Spacing
Beam
Length
Front View: Down Aisle
(Longitudinal) Frame
Column
Beam to Column
Connector
Base Plate and
Anchors
fl d
Horizontal
Brace
Diagonal
Brace
T
Panel
Height
1
Frame 4.1
Depth
Section A: Cross Aisle
(Transverse ) Frame
DSG-TUKWILA-TYPE 17D-1 5D
Page , of 3, 5/2C/2O17
1 T
Strturai
oncepts
Engineering
By: S.P.
1815 Wright Ave La Verne. CA 91750 Tel: 909.596.1351 Fax: 909.596.7186
Project: DICKS SPORTING GOODS # 1332 Project # R-051717-1
Configuration & Summary: TYPE 17B -15B SELECTIVE RACK
1
PRC
**RACK COLUMN REACTIONS
ASO LOADS
AXIAL DL= 1881b
AXIAL LL= 7001b
SEISMIC AXIAL Ps=+/- 1,718 lb
EASE MOMENT= 0 in -Ib
Seismic Criteria
# Bm Lvls
Frame Depth
Frame Height
# Diagonals
Beam Length
Frame Type
Ss=1.444, Fa=1
5
24 in
180.0 in
4
96 in
Single Row
Component
Description
STRESS
Column
Fy=55 ksi
3x3x14ga
P=888 Ib, M=4113 in -Ib
0.15-0K
Column & Backer
None
None
None
N/A
Beam
Fy=55 ksi
StepBeam 3.5"x2.5"x0.06 "
Lu=96 in
Capadty: 3530 Ib/pr
0.1 -OK
Beam Connector
Fy=55 ksi
Lvl 1: 3 pin OK Mconn=2329 in -Ib
Mcap=12691 in -Ib
0.18 -OK
Brace -Horizontal
Fy=55 ksi
Lozier 1-1/2x1-1/16x16ga
0.05 -OK
Brace -Diagonal
Fy=55 ksi
Lozier 1-1/2x1-1/16x16ga
0.13 -OK
Base Plate
Fy=36 ksi
7x4x3/8 Fixity= 0 in -Ib
0.19-0K
Anchor
2 per Base
0.375" x 2" Embed HILTI KWIKBOLTTZ ESR 1917 Inspection Reqd (Net Seismic Uplift=1254 Ib)
0.892 -OK
Slab & Soil
4" thk x 4000 psi slab on grade. 1000 psf Soil Bearing Pressure
0.16-0K
Level
Load**
Per Level
Beam Spcg
Brace
Story Force
Transv
Story Force
Longit.
Column
Axial
Column
Moment
Conn.
Moment
Beam
Connector
1 . 350 lb 38.0 in 42.0 in 28 Ib 21 Ib 888 Ib 4.113 "# 2.329 "# 3 nin nit
2
3
4
5
350 Ib
350 lb
350 Ib
0 Ib
38.0 in
44.0 in
30.0 in
30.0 in
42.0 in
42.0 in
42.0 in
56 Ib
89 Ib
111 Ib
32 Ib
42 Ib
66 Ib
82 lb
24 Ib
675 Ib
463 Ib
250 lb
38 lb
2,034 "#
1,895 "#
798 "#
180 "#
1,553 "#
1,120 "#
520 "#
63 "#
3 pin OK
3 pin OK
3 pin OK
3 pin OK
** Load defined as product weight per pair of beams
Total: 3161b 2351b
Notes
NO LOAD @ TOP LVL
DSG-TUKWILA-TYPE 17B- 15B
Page of 3 5t2S12O 17
1
Str tural
oncepts
Engineering
1815 Wright Ave
By. S.P.
La Verne. CA 91750 Tel: 909.596.1351 Fax: 909.596.7186
Project: DICKS SPORTING GOODS # 1332
Project #: R-051717-1
Seismic Forces Configuration: TYPE 17B -15B SELECTIVE RACK
Lateral analysis is performed with regard to the requirements of the 2012 RMI ANSI MH 16.1-2012 Sec 2.6 & ASCE 7-10 sec 15.5.3
Transverse (Cross Aisle) Seismic Load
V= Cs*Ip*Ws=Cs*Ip*(0.67*P*Prf+D)
Csl= Sds/R
= 0.2407
Cs2= 0.044*Sds
= 0.0424
Cs3= 0.5*S1/R
= 0.0673
Cs -max= 0.2407
Base Shear Coeff=Cs= 0.2407
Level
1
2
3
4
5
PRODUCT LOAD P
350 Ib
350 Ib
350 Ib
350 Ib
0 Ib
Cs -max * Ip= 0.2407
Vmin= 0.015
Eff Base Shear=Cs= 0.2407 Transverse Eevation
Ws= (0.67*PLRFi * PL)+DL (RMI 2.6.2)
= 1,313 Ib
vt
Vtransv=Vt= 0.2407 * (375 Ib + 938 Ib)
Etransverse= 316 Ib
Limit States Level Transverse seismic shear per upright
P*0.67*PRFI DL
235 Ib 75 Ib
235 Ib 75 Ib
235 Ib 75 Ib
235 Ib 75 Ib
O lb 751b
hi
38 in
76 in
120 in
150 in
180 in
wi*hi
11,761
23,522
37,140
46,425
13,500
Ss= 1.444
S1= 0.538
Fa= 1.000
Fv= 1.500
Sds=2/3*Ss*Fa= 0.963
Sd1=2/3*S1*Fv= 0.538
Ca=0.4*2/3*Ss*Fa= 0.3851
(Transverse, Braced Frame Dir.) R= 4.0
Ip= 1.0
PRFI ._:....:
Pallet Height=hp= 18.0 in
DL per Beam Lvl= 75 Ib
1-1
28.1 Ib
56.2 Ib
88.7 lb
110.8 Ib
32.2 Ib
R*(hi+hp/2)
1,321-#
4,7774
11,442-#
17,617-#
6,086-#
sum: P=1400 Ib 938 Ib
Longitudinal (Downaisle) Seismic Load
375 1b W=13131b 132,348
316 Ib
2=41,243
Similarly for longitudinal seismic loads, using R=6.0
Cs1=Sd1/(T*R)= 0.1793
Cs2= 0.0424
Cs3= 0.0448
Cs -max= 0.1793
Level PRODUC LOAD P
1 350 lb
2 350 lb
3 350 Ib
4 350 Ib
5 0 Ib
W5=
Cs=Cs-max*Ip=
(0.67 * PLRF2 * P) + DL
1,313 Ib
0.1793
P,2= 1.0
(Longitudinal, Unbraced Dir.) R= 6.0
T= 0.50 sec
Vlong=
Elongitudinal=
0.1793 * (375 lb + 938 Ib)
235 Ib Lent States LevelLoegit. seismic shear per upright
P*0.67*PRFI
235 Ib
235 lb
235 Ib
235 Ib
0 Ib
DL
75 Ib
75 lb
75 Ib
75 Ib
75 Ib
hi
38 in
76 in
120 in
150 in
180 in
wi*hi
11,761
23,522
37,140
46,425
13,500
F
20.9 Ib
41.8 lb
65.9 Ib
82.4 Ib
24.0 lb
Front View
sum: 938 Ib
375 1b W=13131b 132,348
235 Ib
DSG-TUKWILA-TYPE 178-1 58
Page 5 of 36 5/26/20 17
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oncepts
Engineering
1815 Wright Ave La Verne. CA 91750 Tel: 909.596.1351 Fax: 909.596.7186
By. S.P. Project: DICKS SPORTING GOODS # 1332
Project #: R-051717-1
Downaisle Seismic Loads Configuration: TYPE 17B -15B SELECTIVE RACK
Determine the story moments by applying portal analysis. The base plate is assumed to provide no fixity.
Seismic Story Forces
Vlong= 2351b
Vco1=Vlong/2= 1181b
F1= 21 Ib
F2= 42 Ib
F3= 66 Ib
Seismic Story Moments
Typical frame made
Tributary area fit' columns
of rack frame N
f
96
Front View
Conceptual System
Side View
f
Typical Frame made
'- of two columns
4J
r.,
Top Vicru
COL
Mbase-max= 0 in -Ib <=== Defaultcapadty
Mbase-v= (Vcol*hleff)/2
= 2,056 in -ib <=== Moment going to base
Mbase-eff= Minimum of Mbase-max and Mbase-v
= 0 in -Ib PINNED BASE ASSUMED
M 1-1= [Vcol * hleff]-Mbase-eff M 2-2= [Vcol-(F1)/21 * h2
= (118 Ib * 35 in) -0 in -Ib = [118 Ib - 20.9 Ib]*38 in/2
= 4,113 in -Ib = 2,034 in -Ib
hl-eff= hl - beam clip height/2
= 35 in Vcol
Mseis= (Mupper+Mlower)/2
Mseis(1-1)= (4113 in -Ib + 2034 in-ib)/2 Mseis(2-2)= (2034 in -Ib + 1895 in-Ib)/2
= 3,073 in -lb
= 1,965 in -lb
Beam to Column
Elevation
rho= 1.0000
Summary of Forces
LEVEL
1
2
3
4
5
hi Axial Load
38 in 888 lb
38 in 675 Ib
44 in 463 lb
30 in 250 Ib
30 in 38 lb
Column Moment**
4,113 in -Ib
2,034 in -Ib
1,895 in -Ib
798 in -lb
180 in -Ib
Mseismic** Mend -fixity Mconn**
3,073 in -Ib 254 in -Ib 2,329 in -Ib
1,965 in -Ib 254 in -ib 1,553 in -Ib
1,347 in -Ib 254 in -Ib 1,120 in -lb
489 in -Ib 254 in -lb 520 in -Ib
90 in -Ib 0 in -Ib 63 in -Ib
Beam Connector
3 pin OK
3 pin OK
3 pin OK
3 pin OK
3 pin OK
Mconn= (Mseismic + Mend-fixity)*0.70*rho
Mconn-allow(3 Pin)= 12,691 in -lb
**all moments based on limit states level loading
D5G-TUKWILA-TYPE I7D-I 5D
Page C of 3G 5/2G/20I 7
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Engineering
1815 Wright Ave La Verne. CA 91750 Te1:_909.596.1351 Fax: 909.596.7186
By. S.P. Project: DICKS SPORTING GOODS # 1332
Project #: R-051717-1
Column (Longitudinal Loads)
Configuration: TYPE 17B -15B SELECTIVE RACK
Section Properties
Loads
Section: 3x3x14ga
Aeff = 0.643 inA2
Ix = 1.130 in^4
Sx = 0.753 inA3
rx = 1.326 in
S2f= 1.67
E= 29,500 ksi
Considers Toads at level 1
Iy = 0.749 inA4
Sy = 0.493 inA3
ry = 1.080 in
Fy= 55 ksi
Cmx= 0.85
Kx = 1.7
Lx = 36.3 in
Ky = 1.0
Ly= 42.0 in
Cb= 1.0
COLUMN DL= 150 Ib
COLUMN PL= 700 Ib
Mcol= 4,112 in -Ib
Sds= 0.9627
1+0.105*Sds= 1.1011
1.4+0.14Sds= 1.5348
1+0.14Sds= 1.1348
0.85+0.14*Sds= 0.9848
B= 0.7000
rho= 1.0000
Axial Analysis
Critical load cases are: RMI Sec 2.1
Load Case 5: : (1 #0.105*Sds)D # 0.75*(1.4+0.14Sds)*B*P # 0.75*(0.7*rho*E<= 1.0, ASD Method
anal load coeff: 0.80575845 * P seismic moment coeff: 0.5625 * Mcol
Load Case 6:: (1 4-0.104*Sds)D 4. (0.85+0.14Sds)*B*P + (0.7*rho*E)<=1.0, ASO Method
axial load coeff 0.68934 seismic moment coeft 0.7 * Mco/
By analysis, Load case 6 governs utilizing loads as such
Axial Load=Pax= 1.134778*150 Ib + 0.984778*0.7*700 Ib
= 6531b
Moment=Mx= 0.7*rteo*Mcol
= 0.7 * 4112 in -Ib
= 2,878 in -lb
KxLx/rx = 1.7*36.25"/1.326"
= 46.5
Fe= n^2E/(KL/r)max^2
= 134.8ksi
Pn= Aeff*Fn
= 31,7581b
P/Pa= 0.04
Bending Analysis
< 0.15
KyLy/ry = 1*42"/1.08"
= 38.9
Fy/2= 27.5 ksi
nc= 1.92
Fe>Fy/2
Fn= Fy(1-Fy/4Fe)
= 55 ksi*[1-55 ksi/(4*134.8 ksi)]
= 49.4 ksi
Pa= Pn/S2c
= 31758 Ib/1.92
= 16,540 Ib
Check: P/Pa + Mx/Max <_ 1.0
Pno= Ae*Fy
= 0.643 in^2 *55000 psi
= 35,365 Ib
Max= My/S2f
= 41415 in-Ib/1.67
= 24,799 in -Ib
px= {1/[1-(S2c*P/Pcr)]}^-1
= {1/[1-(1.92*653 lb/86634 1b)]}^-1
= 0.99
Combined Stresses
Pao= Pno/nc
= 353651b/1.92
= 18,419 Ib
Myield=My= Sx*Fy
= 0.753 inA3 * 55000 psi
= 41,415 in -Ib
Pcr= n^2EI/(KL)maxA2
= n^2*29500 ksi/(1.7*36.25 in)^2
= 86,634 Ib
(6531b/16540 Ib) + (2878 in-lb/24799 in -Ib) = 0.15
** For comparison, total column stress computed forload case 5Is: 13.0%
< 1.0, OK (EQ C5-3)
ring loads 729.19344 lb Axial and M= 2158 in -lb
DSG-TUKWIIA-TYPE 17D-1 5D
Page 7 of 3 E 5126/2017
1815 Wright Ave La Verne, CA 91750 Tel: 909.596.1351 Fax: 909.596.7186
By. S.P.
Project: DICKS SPORTING GOODS # 1332
Project #: R-051717-1
BEAM Configuration: TYPE 17B -15B SELEL i iVE RACK
DETERMINE ALLOWABLE MOMENT CAPACITY
A) Check compression flange for local bucklinq (B2.1)
w= c - 2*t -2*r
= 1.625 in - 2*0.06 in - 2*0.06 in
= 1.385 in
w/t= 23.08
1=lambda= [1.052/(k)^0.5] * (w/t) * (Fy/E)^0.5
= [1.052/(4)1\0.5] * 23.08 * (55/29500)^0.5
= 0.524 < 0.673, Range is fully effective
B) check web for local buckling per section b2.3
f1(comp)= Fy*(y3/y2)= 49.45 ksi
f2(tension)= Fy*(y1/y2)= 101.22 ksi
Y= f2/f1 Eq. B2.3-5
= -2.047
k= 4 + 2*(1-Y)^3 + 2*(1-Y) Eq. B2.3-4
= 66.67
flat depth=w= y1+y3
= 3.260 in w/t= 54.33333333 OK
1=lambda= [1.052/(k)^0.5] * (w/t) * (fl/E)^0.5
= [1.052/(66.67)^0.5] * 3.26 * (49.45/29500)^0.5
= 0.287 < 0.673
be=w= 3.260 in b2= be/2
b1= be(3-Y) = 1.63 in
= 0.646
b1+b2= 2.276 in
> 1.07 in, Web is fully effective
Determine effect of cold working on steel yield point (Fva) per section A7.2
Fya= C*Fyc + (1-C)*Fy
Lcorner=lc= (p/2) * (r + t/2)
0.141 in
Lflange-top=Lf= 1.385 in
m= 0.192*(Fu/Fy) - 0.068
= 0.1590
Bc= 3.69*(Fu/Fy) - 0.819*(Fu/Fy)^2 - 1.79
= 1.427
since fu/Fv= 1.18 < 1.2
and r/t= 1 < 7 OK
then Fyc= Bc * Fy/(R/t)^m
= 78.485 ksi
Thus, Fya-top= 58.97 ksi (tension stress at top)
Fya-bottom= Fya*Ycg/(depth -Ycg)
= 114.48 ksi (tension stress at bottom)
Check allowable tension stress for bottom flange
Lflange-bot=Lfb= Lbottom - 2*r*-2*t
= 2.260 in
Cbottom=Cb= 2*Lc/(Lfb+2*Lc)
= 0.111
Fy-bottom=Fyb= Cb*Fyc + (1-Cb)*Fyf
= 57.61 ksi
Fya= (Fya-top)*(Fyb/Fya-bottom)
= 29.68 ksi
if F= 0.95
(EQ A7.2-1)
C= 2*Lc/(Lf+2*Lc)
= 0.169 in
(EQ A7.2-4)
(EQ A7.2-2)
Then F*Mn=F*Fya*Sx=
Eq. B2.1-4
Eq. B2.1-1
Eq B2.3-2
(EQ A7.2-3)
3.500 in
2.50 in
1.63 in
Beam= SteDBeam 3.5"x2..5"x0.06 "
Ix=
Sx=
Ycg=
t=
Bend Radius=r=
Fy=Fyv=
Fu=Fuv=
E=
top flange=b=
bottom flange=
Web depth=
1.105 in^4
0.595 in^3
2.310 in
0.060 in
0.060 in
55.00 ksi
65.00 ksi
29500 ksi
1.625 in
2.500 in
3.5nn in
Fy
16.77 in -k
yl= Ycg-t-r= 2.190 in
y2= depth-Ycg= 1.190 in
y3= y2 -t -r= 1.070 in
Q Q el/3 6
a
Str tura!
on is
ngineering
1815 Wright Ave La Veme, CA 91750 Tel: 909.596.1351 Fax: 909.596.7186
By. S.P.
Project: DICKS SPORTING GOODS # 1332
Project #: R-051717-1
BEAM
Configuration: TYPE 17B -15B SELECTIVE RACK
RMI Section 5.2, PT II
Section
Beam= StepBeam 3.5"x2.5"x0.06 "
Ix=Ib= 1.105 in^4
Sx= 0.595 in^3
t= 0.060 in E= 29500 ksi
Fy=Fyv= 55 ksi F= 150.0
Fu=Fuv= 65 ksi L= 96 in
Fya= 59.0 ksi Beam Level= 1
P=Product Load= 350 Ib/pair
D=Dead Load= 75 Ib/pair
1. Check Bending Stress Allowable Loads
Mcenter=F*Mn= W*L*W*Rm/8
W=LRFD Load Factor= 1.2*D + 1.4*P+1.4*(0.125)*P RAIZ 2.2, item8
FOR DL=2% of PL,
W= 1.599
Rm= 1 - [(2*F*L)/(6*E*Ib + 3*F*L)]
1 - (2*150*96 in)/[(6*29500 ksi*1.105 in^3)+(3*150*96 in)]
= 0.879
if F= 0.95
Then F*Mn=F*Fya*Sx= 33.33 in -k
Thus, allowable load
per beam pair=W= F*Mn*8*(# of beams)J(L*Rm*W)
= 33.33 in -k * 8 * 2/(96in * 0.879 * 1.599)
= 3,953 Ib/pair allowable load based on bending stress
Mend= W*L*(1-Rm)/8
= (3953 lb/2) * 96 in * (1-0.879)/8
= 2,870 in -Ib @ 3953 Ib max allowable load
= 0,254 in -Ib @ 350 Ib imposed product load
2. Check Deflection Stress Allowable Loads
3.500 in
2.50 in
1.63 in
1111111111118111111111110 11111111111
Dmax= Dss*Rd
Rd= 1 - (4*F*L)/(5*F*L + 10*E*Ib)
= 1 - (4*150*96 in)/[(5*150*96 in)+(10*29500 ksi*1.105 in^4)]
= 0.855 in
if Dmax= L/180 Based on 1/180 Deflectron Criteria
and Dss= 5*W*L^3/(384*E*Ib)
L/180= 5*W*LA3*Rd/(384*E*Ib*# of beams)
solving for W yields,
W= 384*E*I*2/(180*5*L^2*Rd)
= 384*1.105 inA4*2/[180*5*(96 in)^2*0.855)
= 3,530 Ib/pair allowable load based on deflection limits
Thus, based on the least capacity of item 1 and 2 above:
Allowable Deflection= L/180
= 0.533 in
Deflection at imposed Load= 0.053 in
Allowable load= 3,530 Ib/pair
Imposed Product Load= 350 Ib/pair
Beam Stress= 0.1 Beam at Leve/ 1
9. 3b
1 _1 9
1815 Wright Ave La Verne, CA 91750 Tel: 909.596.1351 Fax: 909.596.7186
By: S.P. Project: DICKS SPORTING G0OD5 # 1332
Project #: R-051717-1
3 Pin Beam to Column Connection TYPE 17B -15B SELECTIVE RACK
I ne beam end moments snown nerein snow the result of the maximum induced fixed end monents torm seismic + static loads and the code
mandated minimum value of 1.5%(DL-FPL)
Mconn max= (Mseismic + Mend-fixity)*0.70*Rho
= 2,329 in -Ib Load at level 1
Connector Type= 3 Pin
Shear Capacity of Pin
P2
P3
rho= 1.0000
Pin Diam= 0.44 in
Ashear= (0.438 in)^2 * Pi/4
= 0.1507 in^2
Pshear= 0.4 * Fy * Ashear
= 0.4 * 55000 psi * 0.1507in^2
= 3,315 Ib
Bearing Capacity of Pin
Fy= 55,000 psi
tcol= 0.075 in
Omega= 2.22
Fu= 65,000 psi
a= 2.22
Pbearing= alpha * Fu * diam * tcol/Omega
= 2.22 * 65000 psi * 0.438 in * 0.075 in/2.22
= 2,135 Ib < 3315 Ib
Moment Capacity of Bracket
Edge Distance=E= 1.00 in Pin Spacing= 2.0 in
C= P1+P2+P3 tclip= 0.18 in
= P1+P1*(2.5'/4.5")+P1*(0.5"/4.5")
= 1.667 * P1
Mcap= Sclip * Fbending
= 0.127 inA3 * 0.66 * Fy
= 4,610 in -Ib
Pclip= Mcap/(1.667 * d)
= 4610.1 in-Ib/(1.667 * 0.5 in)
= 5,531 Ib
C*d= Mcap = 1.667
Thus, P1= 2,135 Ib
Mconn-allow= [P1*4.5"+P1*(2.574.5")*2.5"+P1*(0.5'/4.570.5")
= 2135 LB*[4.5"+(2.5"/4.5")*2.5"+ (0.574.570.5"]
= 12,691 in -Ib > Mconn max, OK
Fy= 55,000 psi
Sdip= 0.127 in^3
d= E/2
= 0.50 in
DSG-TUKWILA-TYPE 17B -15D
Page 9 of 3(,
5/26/2017
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Engineering
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By. S.P. Project: DICKS SPORTING GOODS # 1332
Project #: R-051717-1
Transverse Brace
Configuration: TYPE 17B -15B SELECTIVE RACK
Section Properties
Diagonal Member= Lozier 1-1/2x1-1/16x16ga
Area= 0.203 in^21.500 in
r min= 0.340 in
Fy= 55,000 psi
K= 1.0
S2c= 1.92
Frame Dimensions
Horizontal Member= Lozier 1-1/2x1-1/16x16ga
Area= 0.203 inA2
r min= 0.340 in
Fy= 55,000 psi
1.060 in K= 1.0
7
1.060
1
Bottom Panel Height=H= 42.0 in
Frame Depth=D= 24.0 in
Column Width=B= 3.0 in
Diagonal Member
Clear Depth=D-B*2= 18.0 in
X Brace= NO
rho= 1.00
0
Load Case 6: : (1 t * 85+0.14SdsJ*B*P t [0.7*rho*E]<= 1.0, ASO Method
Vtransverse= 316 Ib
Vb=Vtransv*0.7*rho= 316 Ib * 0.7 * 1
= 2211b
Ldiag= [(D-B*2)^2 + (H-6")^21"1/2
= 40.2 in
Pmax= V*(Ldiag/D) * 0.75
= 2781b
axial load on diagonal brace member
Pn= AREA*Fn
= 0.203 in^2 * 20839 psi
= 4,230 Ib
Pallow= Pn/S2
= 4230 Ib /1.92
= 2,203 Ib
Pn/ Pallow=
Horizontal brace
0.13 <= 1.0 OK
(kl/r)= (k * Ldiag)/r min
= (1 x 40.2 in /0.34 in )
= 118.2 in
Fe= pi^2*E/(Id/r)A2
= 20,839 psi
Since Fe<Fy/2,
Fn= Fe
= 20,839 psi
Typical Panel
Configuration
Check End Weld
Lweld= 3.0 in
Fu= 65 ksi
tmin= 0.060 in
Weld Capacity= 0.75 * tmin * L * Fu/2.5
= 3,510 Ib OK
Vb=Vtransv*o.7*rho= 221 Ib
(kl/r)= (k * Lhoriz)/r min
= (1x 24in) /0.34in
= 70.6 in
Since Fe>Fy/2, Fn=Fy*(1-fy/4fe)
= 42,053 psi
Pn/Pallow=
0.05 <= 1.0 OK
Fe= pi^2*E/(kl/r)^2
= 58,413 psi
Pn= AREA*Fn
= 0.203in^2*42053 psi
= 8,537 Ib
FY/2= 27,500 psi
Pallow= Pn/S2c
= 85371b /1.92
= 4,446 Ib
DSG-TUKWILA-TYPE 1 75- 15B
Page 0 of 2 ( 5/2G/2O 17
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Engineering
1815 Wright Ave La Verne. CA 91750 Tel: 909.596.1351 Fax: 909.596.7186
By. S.P. Project: DICKS SPORTING GOODS # 1332
Project #: R-051717-1
Single Row Frame Overturning
Configuration: TYPE 17B -15B SELECTIVE RACK
Loads
Critical Load case(s):
1) RMI Sec 2.2, item 7: (0.9-0.2Sds)D + (0.9-0.20Sds)*B*Papp - E*rho
Vtrans=V=E=Qe= 3161b
DEAD LOAD PER UPRIGHT=D= 375 Ib
PRODUCT LOAD PER UPRIGHT=P= 1,400 Ib
Papp=P*0.67= 938 ib
Wst LC1=Wst1=(0.70746*D + 0.70746*Papp*1)= 928 Ib
Product Load Top Level, Ptop= 350 Ib
DL/Lvl= 75 Ib
Seismic Ovt based on E, E(Fi*hi)= 41,243 in -Ib
height/depth ratio= 6.3 in
Sds= 0.9627
(0.9-0.2Sds)= 0.7075
(0.9-0.2Sds)= 0.7075
B= 1.0000
rho= 1.0000
Frame Depth=Df= 24.0 in
Htop-Iv1=H= 150.0 in
# Levels= 5
# Anchors/Base= 2
ho= 18.0 in
hp
5
h
Df
SIDE ELEVATION
A) Fully Loaded Rack h=H+hp/2= 159.0 in
Load case 1:
Movt= E(R*hi)*E*rho Mst= Wstl * Df/2
= 41,243 in -Ib = 928 Ib * 24 in/2
= 11,136 in -Ib
T= (Movt-Mst)/Df
= (41243 in -Ib -11136 in-Ib)/24 in
= 1,254 b Net Uplift per Column
Net Seismic Uplift= 1,254 Ib
B) Top Level Loaded Only
Load case 1:
0 V1=Vtop= Cs * Ip * Ptop >= 350 Ib for H/D >6.5
= 0.2407 * 350 b
= 84 Ib
Vleff= 84 Ib Critical Level= 4
V2=VDL= Cs*Ip*D Cs*Ip= 0.2407
= 90 Ib
Mst= (0.70746*D + 0.70746*Ptop*1) * 24 in/2
= 6,155 in -Ib
Movt= [V1*h + V2 * H/2]*0.7*rho
= 14,115 in -Ib
T= (Movt-Mst)/Df
= (14115 in -Ib - 6155 in-lb)/24 in
= 332 Ib Net Uplift per Column
Net Seismic Uplift= 332 Ib
Anchor
Check (2) 0.375" x 2" Embed HILTI KWIKBOLT TZ anchor(s) per base plate.
Special inspection is required per ESR 1917.
Pullout Capacity=Tcap= 650 Ib LA. City Jurisdiction? NO
Shear Capacity=Vcap= 750 lb Phi= 1
(627 ib/650 ib)^1 + (79 Ib/750 Ib)^1 =
(166 Ib/650 Ib)^1 + (21 Ib/750 Ib)^1 =
Fully Loaded:
Top Level Loaded:
Tcap*Phi= 650 Ib
Vcap*Phi= 750 Ib
1.07 <= 1.2 OK
0.28 <= 1.2 OK
DSG-TUKWILA-TYPE 170- I 5D
Page 1 of 5/26/2017
Str tural
oncepts
Engineering
1815 Wright Ave LaVene. CA 91750 Tel: 909.596.1351 Fax: 909.596.7186
By. S.P. Project: DICKS SPORTING GOODS # 1332
Project #: R-051717-1
Base Plate
Configuration: TYPE 17B -15B SELECTIVE RACK
Section
Baseplate= 7x4x3/8
Eff Width=W = 7.00 in a = 2.50 in
Eff Depth=D = 4.00 in Anchor c.c. =2*a=d = 5.00 in
Column Width=b = 3.00 in N=# Anchor/Base= 2
Column Depth=dc = 3.00 in Fy = 36,000 psi
L = 2.00 in
Plate Thickness=t = 0.375 in
Down Aisle Loads Load Case 5: : (110.105*Sds)D t 0.75*[(1.4+0.14.Sds)*B*P + 0.75*(0.7*rho*E/<= 1.0, ASD Method
Downaisle Elevation
COLUMN DL= 188 Ib
COLUMN PL= 700 Ib
Base Moment= 0 in -Ib
1+0.105*Sds= 1.1011
1.4+0.14Sds= 1.5348
B= 07000:
Axial stress=fa = P/A = P/(D*W)
= 28 psi
Moment Stress=fb = M/S = 6*Mb/[(D*B^2]
= 0.0 psi
Moment Stress=fbl = fb-fb2
= 0.0 psi
M3 = (1/2)*fb2*L*(2/3)*L = (1/3)*fb2*L^2
= 0 in -Ib
S -plate = (1)(t^2)/6
= 0.023 in^3/in
fb/Fb = Mtotal/[(S-plate)(Fb)]
= 0.09 OK
Tanchor = (Mb-(PLapp*0.75*0.46)(a))/[(d)*N/2]
= -464 Ib No Tension
Qin load case R/41Set 21, tem 4: (1+aSL,ds)oL+ (1+014SC6JL 0.73i$'0.75<=Lo, ASO Method
Axial=P= 1.1010835 * 187.5 Ib + 0.75 * (1.534778 * 0.7 * 700 ib)
= 7701b
Mb= Base Moment*0.75*0.7*rho
= 0 in -lb * 0.75*0.7*rho
= 0 in -lb
Axial Load P = 770 Ib
Mbase=Mb = 0 in -ib
Cross Aisle Loads
M1= wL^2/2= fa*L^2/2
= 55 in -Ib
Moment Stress=fb2 = 2 * fb * L./W
= 0.0 psi
M2= fbl*L^2)/2
= 0 in -Ib
Mtotal = M1+M2+M3
= 55 in-Ib/in
Fb = 0.75*Fy
= 27,000 psi
Fp= 0.7*Fc
= 2,800 psi OK
Tallow= 650 Ib
OK
Check uplift load on Baseplate
Efft
Effe
Pstatic= 770 Ib
Movt*0.75*0.7*rho= 21,653 in -Ib
Frame Depth= 24.0 in
P=Pstatic+Pseismic= 1,673 Ib
b =Column Depth= 3.00 in
L =Base Plate Depth -Col Depth= 2.00 in
fa = P/A = P/(D*W)
= 60 psi
Sbase/in = (1)(t^2)/6
= 0.023 in^3/in
fib/Fb = M/[(S-plate)(Fb)]
= 0.19
OK
Pseismic= Movt/Frame Depth
= 902 Ib
M= wL^2/2= fa*L^2/2
= 119 in-Ib/in
Fbase = 0.75* Fy
= 27,000 psi
Check uplift forces on baseplate with 2 or more anchors per VI 7.2.2.
n the base plate configuration consists of two anchor bolts located on either side
f the column and a net uplift force exists, the minimum base plate thickness
hall be determined based on a design bending moment in the plate equal
the uplift force on one anchor times 1/2 the distance from
e centerline of the anchor to the nearest edge of the rack column"
Ta
Elevation
Uplift per Column= 1,254 Ib
Qty Anchor per BP= 2
Net Tension per anchor=Ta= 627 Ib
c= 2.00 in
Mu=Moment on Baseplate due to uplift= Ta*c/2
= 627 in -Ib
Splate= 0.094 in^3
fb Fb *0.75= 0.186 OK
DSG-TUKWI lA-TYPE 1 713- 1 5D
Page 12 of 36
5/26/2017
Str}itural
V oncepts
Engineering
1815 Wright Ave La Verne. CA 91750 Tel: 909.596.1351 Fax: 909.596.7186
By. S.P. Project: DICKS SPORTING GOODS # 1332
Project #: R-051717-1
Slab on Grade
Configuration: TYPE 17B -15B SELECTIVE RACK
Hill111I11111111111111I1111111111111I1111111111111111111111111111
x -+
c
y
L
SLAS ELEVATION
Base Plate
Effec. Baseplate width=B= 7.00 in
Effec. Baseplate Depth=D= 4.00 in
Column Loads
slab
Concrete
ft= 4,000 psi
tslab=t= 4.0 in
Cross teff= 4.0 in
Aisle
Soil
fsoil= 1,000 psf
Down Aisle Movt= 28,870 in -Ib
Frame depth= 24.0 in
Sds= 0.963
0.2*Sds= 0.193
0.600
(i=B/D= 1.750
Pc^0.5= 63.20 psi
Baseplate Plan View
width=a= 3.00 in
depth=b= 3.00 in
midway dist face of column to edge of plate=c= 5.00 in
midway dist face of column to edge of plate=e= 3.50 in
DEAD LOAD=D= 188 Ib per column Load Case 1) (1.2+0.2Sds)D + (1.2+0.2Sds)*B*P+ rho*E RMI SEC 2.2 EQTN 5
unfactoredASDload = 1.39254 * 188 Ib + 1.39254 * 0.7 * 700 Ib + 1 * 1202 Ib
PRODUCT LOAD=P= 700 Ib per column = 2,146 Ib
unfactored ASD load Load Case 2) (0.9-0.2Sds)D + (0.9-0.2Sds)*B*Papp + rho*E RMI SEC 2.2 EQTN 7
Papp= 469 Ib per column = 0.70746 * 188 !b + 0.70746 * 0.7 * 469 Ib + 1 * 1202 Ib
P-seismic=E= (Movt/Frame depth) = 1,567 Ib
= 1,202 Ib per column Load Case 3) 1.2*D + 1.4*P RMI SEC 2.2 EQTN 1,2
unfactored Limit State load = 1.2* 188 Ib + 1.4*700 Ib
B= 0 7000 = 1,2051b
rho= 1.0000 Load Case 4) 1.2*D + 1.0*P + 1.0Ex,73-IISec 9Z=��,9-5
Sds= 0.9627 = 2,128 Ib
1.2 + 0.2*Sds= 1.3925 Effective Column Load=Pu= 2,146 lb per column
0. 9 - 0.20Sds= 0.7075
Puncture
Apunct= [(c+t)+(e+t)]*2*t
= 132.0 in^2
Fpunctl= [(4/3 + 8/(3*3)] * *(Pc^0.5)
= 108.3 psi
Fpunct2= 2.66 * % * (Pc^0.5)
= 100.9 psi
Fpunct eff= 100.9 psi
Slab Bending
fv/Fv= Pu/(Apunct*Fpunct)
= 0.161 < 1 OK
Pse=DL+PL+E= 2,146 Ib
Asoil= (Pse*144)/(fsoil)
= 309 in^2
x= (L -y)/2
= 2.7 in
RD= 5*(phi)*(fc)^0.5
= 189.74 psi
L= (Asoii)^0.5
= 17.58 in
M= w*x^2/2
= (fsoil*x^2)/(144*2)
= 25.3 in -Ib
y= (c*e)^0.5 + 2*t
= 12.2 in
S -slab= 1*teff^2/6
= 2.67 in^3
fb/Fb= M/(S-slab*Fb)
= 0.050 < 1, OK
DSGTUKWILA-TYPE 175-155
Page , 3 e 3 (,
5126/20! 7
Str tura!
oncepts
Engineering
1815 Wright Ave La Verne. CA 91750 Tel: 909.596.1351 Fax: 909.596.7186
By. S.P. Project: DICKS SPORTING GOODS # 1332
Project #: R-051717-1
Configuration & Summary: TYPE 03-15B SELECTIVE RACK
1,0
l
J
7-7-77.OF1O O3-15?
**RACK COLUMN REAC77ONS
ASO LOADS
AXIAL DL= 263 /b
AXIAL LL= 750 /b
SEISMIC AXIAL Ps=t/- 1,953/b
BASE MOMENT= 0 in -/b
Seismic Criteria
# Bm Lvls
Frame Depth
Frame Height
# Diagonals
Beam Length
Frame Type
Ss=1.444, Fa=1
7
24 in
180.0 in
4
96 in
Single Row
Component
Description
STRESS
Column
Fy=55 ksi
3x3x14ga
P=850 Ib, M=2039 in -Ib
0.09-0K
Column & Backer
None
None
None
N/A
Beam
Fy=55 ksi
StepBeam 3.5"x2.5"x0.06 "
Lu=96 in
Capacity: 3530 Ib/pr
0.07-0K
Beam Connector
Fy=55 ksi
Lvl 2: 3 pin OK I Mconn=1509 in -Ib
Mcap=12691 in -Ib
0.12 -OK
Brace -Horizontal
Fy=55 ksi
Lozier 1-1/2x1-1/16x16ga
0.06-0K
Brace -Diagonal
Fy=55 ksi
Lozier 1-1/2x1-1/16x16ga
0.15 -OK
Base Plate
Fy=36 ksi
7x4x3/8 Fixity= 0 in -Ib
0.22 -OK
Anchor
2 per Base
0.375" x 2" Embed HILTI KWIKBOLTTZ ESR 1917 Inspection Reqd (Net Seismic Uplift=1412 Ib)
0.942 -OK
Slab & Soil
4" thk x 4000 psi slab on grade. 1000 psf Soil Bearing Pressure
0.19 -OK
Level
Load**
Per Level
Beam Spcg
Brace
Story Force
Transv
Story Force
Longit.
Column
Axial
Column
Moment
Conn.
Moment
Beam
Connector
1 250 Ib 4.0 in 42.0 in 3 Ib 2 Ib 1,013 Ib 137 "# 889 "# 3 oin OK
2
3
4
5
6
7
250 Ib
250 Ib
250 Ib
250 Ib
250 Ib
0 Ib
30.0 in
30.0 in
30.0 in
30.0 in
30.0 in
26.0 in
42.0 in
42.0 in
42.0 in
24 Ib
45 Ib
65 Ib
86 Ib
1071b
39 Ib
18 lb
33 Ib
49 Ib
64 Ib
80 Ib
29 lb
850 Ib
688 Ib
525 Ib
363 Ib
200 Ib
38 Ib
2,039 "#
1,907 "#
1,659 "#
1,295 "#
814 "#
187 "#
1,509 "#
1,376 "#
1,161 "#
865 "#
478 "#
66 "#
3 pin OK
3 pin OK
3pin OK
3 pin OK
3 pin OK
3 pin OK
** Load defined as product weight per pair of beams
Total: 368 Ib 274 !b
Notes INO LOAD @ TOP LVL
DSG-TUKWILA-TYPE 03- 15B
Page 1 ef of gG 5/25/2017
Str tura)
oncepts
Engineering
1815 Wright Ave La Verne. CA 91750 Tel: 909.596.1351 Fax: 909.596.7186
By. S.P. Project: DICKS SPORTING GOODS # 1332
Project* R-051717-1
Configuration & Summary: TYPE 06A -15B SELECTIVE RACK
r—r
ds
0
**RACK COLUMN REACTIONS
ASO LOADS
AXIAL DL= 300 /b
AXL4L LL= 700 /b
SEISMIC AXIAL Ps=+/- 2,007117
B4SEMOMENT= 0 /n -Ib
Seismic Criteria
# Bm Lvls
Frame Depth
Frame Height
# Diagonals
Beam Length
Frame Type
Ss=1.444, Fa=1
8
24 in
180.0 in
4
96 in
Single Row
Component
Description
STRESS
Column
Fy=55 ksi
3x3x14ga
P=863 Ib, M=3522 in -Ib
0.14 -OK
Column & Backer
None
None
None
N/A
Beam
Fy=55 ksi
StepBeam 3.5"x2.5"x0.06 "
Lu=96 in
Capacity: 3530 Ib/pr
0.06-0K
Beam Connector
Fy=55 ksi
Lvl 2: 3 pin OK Mconn=1722 in -Ib
Mcap=12691 in -Ib
0.14 -OK
Brace -Horizontal
Fy=55 ksi
Lozier 1-1/2x1-1/16x16ga
0.06 -OK
Brace -Diagonal
Fy=55 ksi
Lozier 1-1/2x1-1/16x16ga
0.15 -OK
Base Plate
Fy=36 ksi
7x4x3/8 I Fixity= 0 in -Ib
0.22-0K
Anchor
2 per Base
0.375" x 2" Embed HIL11 KWIKBOLT TZ ESR 1917 Inspection Regd (Net Seismic Uplift=1164 Ib)
0.975-0K
Slab & Soil
4" thk x 4000 psi slab on grade. 1000 psf Soil Bearing Pressure
0.19 -OK
Level
Load**
Per Level
Beam Spcg
Brace
Story Force
Transv
Story Force
Longit
Column
Axial
Column
Moment
Conn.
Moment
Beam
Connector
1 200 Ib 14.0 in 42.0 in 7 Ib 5 Ib 1,000 Ib 1,518 "# 1,865 "# 3 pin OK
2
3
4
5
6
7
8
200 Ib
200 lb
200 Ib
200 Ib
200 Ib
200 Ib
0 Ib
52.0 in
18.0 in
18.0 in
18.0 in
20.0 in
20.0 in
20.0 in
42.0 in
42.0 in
42.0 in
33 Ib
41 Ib
50 Ib
59 Ib
69 Ib
79 Ib
32 Ib
24 Ib
31 lb
38 Ib
44 Ib
52 Ib
59 Ib
24 Ib
863 Ib
725 lb
588 Ib
450 Ib
313 Ib
175 Ib
38 Ib
3,522 "#
1,110 "#
971 "#
802 "#
671 "#
413 "#
119 "#
1,722 "#
830 "#
722 "#
617 "#
481 "#
288 "#
42 "#
3 pin OK
3 pin OK
3 pin OK
3 pin OK
3 pin OK
3 pin OK
3 pin OK
** Load defined as product weight per pair of beams
Total: 370 Ib 276 Ib
Notes I NO LOAD @ TOP LVL
DSGTUKNJILA-TYPE OSA- 15D
Page I.3- of 36 5/25/2017
s;rturai
oncepts
Engineering
By. S.P.
1815 Wright Ave La Verne. CA 91750 Tel: 909.596.1351 Fax: 909.596.7186
Project: DICKS SPORTING GOODS # 1332
Configuration & Summary: TYPE 06B -15B SELECTIVE RACK
Project #: R-051717-1
**RACK COLUMN REACTIONS
ASO LOADS
AXIAL DL= 375/b
AXIAL LL= 450 /b
SEISMICAXIAL Ps=t/- 1,691 /b
BASE MOMENT= 0 in /b
Seismic Criteria
# Bm Lvls
Frame Depth
Frame Height
# Diagonals
Beam Length
Frame Type
Ss=1.444, Fa=1
10
24 in _
180.0 in
4
96 in
Single Row
2
3
4
5
6
7
8
9
10
100 Ib
100 lb
100 Ib
100 Ib
100 Ib
100 Ib
100 Ib
100 Ib
0 Ib
18.0 in
18.0 in
18.0 in
16.0 in
18.0 in
18.0 in
20.0 in
20.0 in
20.0 in
42.0 in
42.0 in
42.0 in
12 Ib
19 Ib
26 Ib
32 Ib
38 Ib
45 Ib
53 Ib
60 Ib
36 Ib
9 Ib
14 Ib
19 Ib
24 Ib
29 Ib
34 Ib
39 Ib
45 Ib
27 Ib
738 Ib
650 Ib
563 Ib
475 Ib
388 Ib
300 Ib
213 Ib
125 Ib
38 lb
1,076 "#
1,035 "#
972 "#
788 "#
780 "#
651 "#
555 "#
359 "#
134 "#
790 "#
754 "#
667 "#
600 "#
552 "#
473 "#
371 "#
223 "#
47 "#
3pin OK
3 pin OK
3 pin OK
3pin OK
3 pin OK
3 pin OK
3 pin OK
3pin OK
3 pin OK
** Load defined as product weight per pair of beams
Notes
Total: 3261b 2431b
NO LOAD @ TOP LVL.
DSO-TUKWI LA -TYPE OGD- 15D
Page 1 6 of 36, 5/25/2017
Component
Description
STRESS
Column
Fy=55 ksi
3x3x14ga
P=825 Ib, M=1337 in -Ib
0.08 -OK
Column & Backer
None
None
None
N/A
'
Beam
Fy=55 ksi
StepBeam 3.5"x2.5"x0.06 "
Lu=96 in
Capacity: 3530 Ib/pr
0.03-0K
Beam Connector
Fy=55 ksi
LvI 1: 3 pin OK 1 Mconn=895 in -Ib
Mcap=12691 in -Ib
0.07 -OK
Brace -Horizontal
Fy=55 ksi
Lozier 1-1/2x1-1/16x16ga
0.05 -OK
Brace -Diagonal
Fy=55 ksi
Lozier 1-1/2x1-1/16x16ga
0.13 -OK
Base Plate
Fy=36 ksi
7x4x3/8 1 Fixity= 0 in -Ib
0.19 -OK
Anchor
2 per Base
0.375" x 2" Embed HILTI KWIKBOLT 17 ESR 1917 Inspection Reqd (Net Seismic Uplift=1212 Ib)
0.808-0K
Slab & Soil
4" thk x 4000 psi slab on grade. 1000 psf Soil Bearing Pressure
0.16-0K
Level
Load**
Per Level
Beam Spcg
Brace
Story Force
Transv
Story Force
_ Longit.
Column
Axial
Column
Moment
Conn,
Moment
Beam
Connector
1 100 Ib 14.0 in 42.0 in 5 Ib 4 b 825 Ib 1,337 "# 895 "# 3 oin OK
2
3
4
5
6
7
8
9
10
100 Ib
100 lb
100 Ib
100 Ib
100 Ib
100 Ib
100 Ib
100 Ib
0 Ib
18.0 in
18.0 in
18.0 in
16.0 in
18.0 in
18.0 in
20.0 in
20.0 in
20.0 in
42.0 in
42.0 in
42.0 in
12 Ib
19 Ib
26 Ib
32 Ib
38 Ib
45 Ib
53 Ib
60 Ib
36 Ib
9 Ib
14 Ib
19 Ib
24 Ib
29 Ib
34 Ib
39 Ib
45 Ib
27 Ib
738 Ib
650 Ib
563 Ib
475 Ib
388 Ib
300 Ib
213 Ib
125 Ib
38 lb
1,076 "#
1,035 "#
972 "#
788 "#
780 "#
651 "#
555 "#
359 "#
134 "#
790 "#
754 "#
667 "#
600 "#
552 "#
473 "#
371 "#
223 "#
47 "#
3pin OK
3 pin OK
3 pin OK
3pin OK
3 pin OK
3 pin OK
3 pin OK
3pin OK
3 pin OK
** Load defined as product weight per pair of beams
Notes
Total: 3261b 2431b
NO LOAD @ TOP LVL.
DSO-TUKWI LA -TYPE OGD- 15D
Page 1 6 of 36, 5/25/2017
Str tural
oncepts
Engineering
1815 Wright Ave La Verne. CA 91750 Tel: 909.596.1351 Fax: 909.596.7186
By. S.P. Project: DICKS SPORTING GOODS # 1332
Project #. R-051717-1
Configuration & Summary: TYPE 06C -15B SELECTIVE RACK
PROF 1E 06C - 5B
**RACK COLUMN REACTIONS
ASO LOADS
AXIAL DL= 338 /b
AXIAL LL= 600/b
SEISMIC AXIAL PS=t/- 1,919 Ib
BASE MOMENT= 0 in /b
Seismic Criteria
# Bm Lvls
Frame Depth
Frame Height
# Diagonals
Beam Length
Frame Type
Ss=1.444, Fa=1
9
24 in
180.0 in
4
96 in
Single Row
Component
Description
STRESS
Column
Fy=55 ksi
3x3x14ga
P=713 Ib, M=2809 in -Ib
0.11-0K
Column & Backer
None
None
None
N/A
Beam
Fy=55 ksi
StepBeam 3.5"x2.5"x0.06 "
Lu=96 in
Capacity: 3530 Ib/pr
0.04-0K
Beam Connector
Fy=55 ksi
Lvl 1: 3 pin OK Mconn=584 in -Ib
Mcap=12691 in -Ib
0.05 -OK
Brace -Horizontal
Fy=55 ksi
Lozier 1-1/2x1-1/16x16ga
0.06 -OK
Brace -Diagonal
Fy=55 ksi
Lozier 1-1/2x1-1/16x16ga
0.14 -OK
Base Plate
Fy=36 ksi
7x4x3/8 1 Fixity= 0 in -Ib
0.21 -OK
Anchor
2 per Base
0375" x 2" Embed HILTI KWIKBOLTTZ ESR 1917 Inspection Regd (Net Seismic Uplift=1396 Ib)
0.933-0K
Slab & Soil
4" thk x 4000 psi slab on grade. 1000 psf Soil Bearing Pressure
0.18-0K
Level
Load**
Per Level
Beam Spcg
Brace
Story Force
Transv
Story Force
Longit.
Column
Axial
Column
Moment
Conn.
Moment
Beam
Connector
1 150 Ib 4.0 in 42.0 in 2 Ib 1 Ib 938 Ib 133 "# 584 "# 3 Din OK
2
3
4
5
6
7
8
9
150 Ib
150 Ib
150 Ib
150 Ib
150 Ib
150 Ib
1501b
0 Ib
20.0 in
44.0 in
16.0 in
18.0 in
18.0 in
20.0 in
20.0 in
20.0 in
42.0 in
42.0 in
42.0 in
11 Ib
31 Ib
38 Ib
47 Ib
55 Ib
64 ib
73 Ib
35 Ib
8 Ib
23 Ib
29 Ib
35 Ib
41 Ib
48 Ib
54 Ib
26 Ib
825 Ib
713 Ib
600 Ib
488 Ib
375 Ib
263 Ib
150 Ib
38 Ib
1,318 "#
2,809 "#
929 "#
917 "#
761 "#
641 "#
403 "#
131 "#
1,521 "#
1,385 "#
722 "#
663 "#
567 "#
442 "#
263 "#
46 "#
3 pin OK
3 pin OK
3 pin OK
3 pin OK
3 pin OK
3 pin OK
3 pin OK
3 pin OK
** Load defined as product weight per pair of beams
Total: 356 Ib 265 Ib
Notes INC LOAD @ TOP LVL
D5G-TUKWILA-TYPE O6C- 15B Page 1) of
5/25/20 17
StrAturai
Lsoncepts
Engineering
1815 Wright Ave La Verne. CA,91750 Tel: 909.596.1351 Fax: 909.596.7186
By. S.P. Project: DICKS SPORTING GOODS #
Project #: R-051717-1
Configuration & Summary: TYPE 06D-156 SELECTIVE RACK
r—,
r"'"""11
PROFILE 06D -15b
**RACK COLUMN REACTIONS
ASD LOADS
AXIAL DL= 338 ib
AXIAL LL= 600 lb
SEISMICAXL4L Ps=+/- 1,928 lb
BASE MOMENT= 0 in Ib
Seismic Criteria
# Bm Lvls
Frame Depth
Frame Height
# Diagonals
Beam Length
Frame Type
Ss=1.444, Fa=1
9
24 in
180.0 in
4
96 in
Single Row
Component
Description
STRESS
Column
Fy=55 ksi
3x3x14ga
P=600 lb, M=2158 in -Ib
0.08 -OK
Column & Backer
None
None
None
N/A
Beam
Fy=55 ksi
StepBeam 3.5"x2.5"x0.06 "
Lu=96 in
Capadty: 3530 Ib/pr
0.04-0K
Beam Connector
Fy=55 ksi
Lvl 1: 3 pin OK Mconn=492 in -Ib
Mcap=12691 in -lb
0.04 -OK
Brace -Horizontal
Fy=55 ksi
Lozier 1-1/2x1-1/16x16ga
0.06 -OK
Brace -Diagonal
Fy=55 ksi
Lozier 1-1/2x1-1/16x16ga
0.14 -OK
Base Plate
Fy=36 ksi
7x4x3/8 Rxity= 0 in -Ib
0.21 -OK
Anchor
2 per Base
0.375" x 2" Embed HILTI KWIKBOLTTZ ESR 1917 Inspection Reqd (Net Seismic Uplift=1406 Ib)
0.983 -OK
Slab & Soil
4" thk x 4000 psi slab on grade. 1000 psf Soil Bearing Pressure
0.18 -OK
Level
Load**
Per Level
Beam Spcg
Brace
Story Force
Transv
Story Force
Longit.
Column
Axial
Column
Moment
Conn.
Moment
Beam
Connector
1 150 Ib 4.0 in 42.0 in 2 Ib 1 Ib 938 Ib 133 "# 492 "# 3 oin OK
2
3
4
5
6
7
8
9
150 Ib
150 Ib
150 Ib
1501b
150 Ib
150 lb
150 ib
0 Ib
16.0 in
28.0 in
36.0 in
18.0 in
18.0 in
20.0 in
20.0 in
20.0 in
42.0 in
42.0 in
42.0 in
9 Ib
23 Ib
40 Ib
48 Ib
57 Ib
66 Ib
76 Ib
36 Ib
7 Ib
17 Ib
30 Ib
36 Ib
42 Ib
49 Ib
56 Ib
27 Ib
825 Ib
713 Ib
600 Ib
488 Ib
375 Ib
263 Ib
150 Ib
38 Ib
1,054 "#
1,796 "#
2,158 "#
946 "#
785 "#
662 "#
417 "#
136 "#
1,074 "#
1,460 "#
1,163 "#
682 "#
583 "#
454 "#
270 "#
47 "#
3 pin OK
3 pin OK
3 pin OK
3 pin OK
3 pin OK
3 pin OK
3 pin OK
3 pin OK
** Load defined as product weight per pair of beams
Total: 3561b 2651b
Notes INO LOAD @ TOP LVL
DSGTUKWILA-TYPE OGD- 15D
Page tof 3 (, 5/25/2017
StrAtural
L✓oncepts
Engineering
By. S.P.
1815 Wright Ave La Verne. CA 91750 Tel: 909.5961351 Fax: 909.596.7186
Project: DICKS SPORTING GOODS # 1332
Project #: R-051717-1
Configuration & Summary: TYPE 07B -15B SELECTIVE RACK
Ise
aff
zU"
salhs
PROFILE }tB-i= 8
**RACK COLUMN RE4CI7ONS
ASD LOADS
AXIAL DL= 338 /b
AXIAL LL= 700 /b
SEISMIC AXIAL Ps= -1-/- 1,863/b
EASE MOMENT= 0 in -lb
Seismic Criteria
# Bm Lvls
Frame Depth
Frame Height
# Diagonals
Beam Length
Frame Type
Ss=1.444, Fa=1
9
24 in
180.0 in
4 _
96 in
Single Row
Component
Description
STRESS
Column
Fy=55 ksi
3x3x14ga
P=913 Ib, M=1148 in -Ib
0.07 -OK
Column & Backer
None
None
None
N/A
Beam
Fy=55 ksi
StepBeam 3.5"x2.5"x0.06 "
Lu=96 in
Capacity: 3530 Ib/pr
0.05 -OK
Beam Connector
Fy=55 ksi
Lvl 2: 3 pin OK I Mconn=879 in -Ib
Mcap=12691 in -Ib
0.07 -OK
Brace -Horizontal
Fy=55 ksi
Lozier 1-1/2x1-1/16x16ga
0.06 -OK
Brace -Diagonal
Fy=55 ksi
Lozier 1-1/2x1-1/16x16ga
0.15 -OK
Base Plate
Fy=36 ksi
7x4x3/8 Fixity= 0 in -Ib
0.22 -OK
Anchor
2 per Base
0.375" x 2" Embed HILTI KWIKBOLT TZ ESR 1917 Inspection Reqd (Net Seismic Uplift=1292 Ib)
0.925 -OK
Slab & Soil
4" thk x 4000 psi slab on grade. 1000 psf Soil Bearing Pressure
0.18-0K
Level
Load**
Per Level
Beam Spcg
Brace
Story Force
Transv
Story Force
Longit.
Column
Axial
Column
Moment
Conn.
Moment
Beam
Connector
_
1 175 Ib 4.0 in 42.0 in 3 Ib 2 Ib 1,038 Ib 145 "# 541 "tt 3 nin (I(
2
3
4
5
6
7
8
9
175 Ib
175 Ib
175 Ib
175 Ib
175 Ib
175 Ib
175 Ib
0 Ib
16.0 in
16.0 in
16.0 in
16.0 in
22.0 in
30.0 in
30.0 in
30.0 in
42.0 in
42.0 in
42.0 in
13 Ib
23 Ib
33 Ib
43 lb
57 Ib
76 Ib
95 Ib
45 Ib
10 Ib
17 Ib
25 Ib
32 Ib
43 Ib
57 Ib
71 lb
33 lb
913 Ib
788 lb
663 lb
538 Ib
413 Ib
288 Ib
163 Ib
38 Ib
1,148 "#
1,110 "#
1,042 "#
944 "#
1,121 "#
1,209 "#
783 "#
251 "#
879 "#
842 "#
784 "#
812 "#
904 "#
786 "#
451 "#
88 "#
3 pin OK
3pin OK
3 pin OK
3 pin OK
3 pin OK
3 pin OK
3 pin OK
3 pin OK
** Load defined as product weight per pair of beams
Total:
388 Ib 2891b
Notes 'NO LOAD @ TOP LVL
DSG-TUKWILA-TYPE 07E3 -15E3
Page I ei of `3 p
5/25/2017
Strpturat
oncepts
Engineering
1815 Wright Ave La Verne. CA 91750 Tel: 909.596.1351 Fax: 909.5961186
By. S.P. Project: DICKS SPORTING GOODS # 1332
Configuration & Summary: TYPE 09-15B SELECTIVE RACK
Project #: R-051717-1
PROF<LE 09-153
**RACK COLUMN REACTIONS
ASD LOADS
AXIAL DL= 150 1b
AXIAL LL= 1,800/6
SEISMIC AXIAL PS=+/- 1,840/6
8ASE MOMENT= 0 in -It
Seismic Criteria
# Bm Lvls
Frame Depth
Frame Height
# Diagonals
Beam Length
Frame Type
Ss=1.444, Fa=1
4
48 in
180.0 in
4
96 in
Single Row
Component
Description
STRESS
Column
Fy=55 ksi
3x3x14ga
P=1950 Ib, M=21141 in -Ib
0.8-0K
Column & Backer
None
None
None
N/A
Beam
Fy=55 ksi
StepBeam 3.5"x2.5"x0.06 "
Lu=96 in
Capacity: 3530 Ib/pr
0.34 -OK
Beam Connector
Fy=55 ksi
Lvl 1: 3 pin OK _ Mconn=8979 in -Ib
Mcap=12691 in -Ib
0.71 -OK
Brace -Horizontal
Fy=55 ksi
Lozier 1-1/2x1-1/16x16ga
0.3-0K
Brace -Diagonal
Fy=55 ksi
Lozier 1-1/2x1-1/16x16ga
0.34-0K
Base Plate
Fy=36 ksi
7x4x3/8 Fixity= 0 in -Ib
0.29-0K
Anchor
2 per Base
0375" x 2" Embed HILTI KWIKBOLT 17 ESR 1917 Inspection Reqd (Net Seismic Uplift=880 Ib)
0.733 -OK
Slab & Soil
4" thk x 4000 psi slab on grade. 1000 psf Soil Bearing Pressure
0.25 -OK
Level
Load**
Per Level
Beam Spcg
Brace _
Story Force
Transv
Story Force
Longit.
Column
Axial
Column
Moment
Conn.
Moment
Beam
Connector
1 1,200 Ib 90.0 in 42.0 in 157 Ib 117 Ib 1,950 Ib 21,141 "# 8.979 "# 3 oin OK
2 1,200 Ib
3 1,200 Ib
4 0 l
30.0 in
30.0 in
30.0 in
42.0 in
42.0 in
42.0 in
209 Ib
2611b
27 Ib
155 Ib
194 Ib
20 Ib
1,313 Ib
675 Ib
38 Ib
2,771 "#
1,606 "#
149 "#
2,142 "#
1,224 "#
52 "#
3 pin OK
3 pin OK
3pin OK
** Load defined as product weight per pair of beams
Notes
Total: 653 Ib 4861b
NO LOAD @ TOP LVL.
D5 G -TU KW! LA -TYPE 09-15D
Page 2.O of 3 4„
5/25/20! 7
Str tural
oncepts
Engineering
1815 Wright Ave La Verne. CA 91750 Tel: 909.596.1351 Fax: 909.596.7186
By. S.P. Project: DICKS SPORTING GOODS # 1332
Project # R-051717-1
Configuration & Summary: TYPE 09A -15B SELECTIVE RACK
1
1
FROF LE 09-15
**RACK COLUMN REACTIONS
ASD LOADS
AXIAL DL= 150 /b
AXIAL LL= 1,800 lb
SEISMICAXIAL Ps=+/- 1,829/b
BASE MOMENT= 0 in -ib
Seismic Criteria
# Bm Lvls
Frame Depth
Frame Height
# Diagonals
Beam Length
Frame Type
Ss=1.444, Fa=1
4
48 in
180.0 in
4
96 in
Single Row
Component
Description
STRESS
Column
Fy=55 ksi
3x3x14ga .
P=1950 Ib, M=19683 in -Ib
0.72 -OK
Column & Backer
None
None
None
N/A
Beam
Fy=55 ksi
StepBeam 3.5"x2.5"x0.06 "
Lu=96 in
Capacity: 3530 Ib/pr
0.34 -OK
Beam Connector
Fy=55 ksi
Lvl 1: 3 pin OK 1 Mconn=8682 in -Ib
Mcap=12691 in -Ib
0.68 -OK
Brace -Horizontal
Fy=55 ksi
Lozier 1-1/2x1-1/16x16ga
0.3 -OK
Brace -Diagonal
Fy=55 ksi
Lozier 1-1/2x1-1/16x16ga
0.34-0K
Base Plate
Fy=36 ksi
7x4x3/8 Fixity= 0 in -Ib
0.29 -OK
Anchor
2 per Base
0.375" x 2" Embed HILTI KWIKBOLTT2 ESR 1917 Inspection Redd (Net Seismic Uplift=870 Ib)
0.733 -OK
Slab & Soii
4" thk x 4000 psi slab on grade. 1000 psf Soil Bearing Pressure
0.24 -OK
Level
Load**
Per Level
Beam Spcg
Brace
Story Force
Transv
Story Force
Longit.
Column
Axial
Column
Moment
Conn,
Moment
Beam
Connector
1 1,200 Ib 84.0 in 42.0 in 149 Ib 111 Ib 1,950 Ib 19,683 "# 8,682 "# 3 Din OK
2 1,200 Ib
3 1,200 Ib
4 01b
36.0 in
30.0 in
30.0 in
42.0 in
42.0 in
42.0 in
212 Ib
2651b
27 Ib
158 Ib
197 Ib
20 b
1,313 Ib
675 Ib
38 Ib
3,380 "#
1,632 "#
152 "#
2,364 "#
1,234 "#
53 "#
3 pin OK
3 pin OK
3 pin OK
** Load defined as product weight per pair of beams
Total: 653 Ib 486 Ib
Notes
NO LOAD @ TOP LVL
DSG-TUKWILA-TYPE 09A- 155
Page al of 3 6 5/25/2017
Strpturai
oncepts
Engineering
1815 Wright Ave La Verne. CA 91750 Tel: 909.596.1351 Fax: 909.596.7186
By. S.P.
Project: DICKS SPORTING GOODS # 1332
Project #. R-051717-1
Configuration & Summary: TYPE 12-15B SELECTIVE RACK
1
r—�
PROF,_:
E I2-`
**RACK COLUMN REACTIONS
ASD LOADS
AXIAL DL= 300 /b
AXIAL LL= 7001b
SEISMIC AXIAL P5 = f/- 1,90 6 lb
84SEMOMENT= 0 in /b
Seismic Criteria
# Bm Lvls
Frame Depth
Frame Height
# Diagonals
Beam Length
Frame Type
Ss=1.444, Fa=1
8
24 in
180.0 in
4
96 in
Single Row
Component
Description
STRESS
Column
Fy=55 ksi
3x3x14ga
P=863 Ib, M=1371 in -Ib
0.07 -OK
Column & Backer
None
None
None
N/A
Beam
Fy=55 ksi
StepBeam 3.5"x2.5"x0.06 "
Lu=96 in
Capacity: 3530 lb/pr
0.06 -OK
Beam Connector
Fy=55 ksi
Lvl 2: 3 pin OK Mconn=1133 in -Ib
Mcap=12691 in -Ib
0.09 -OK
Brace -Horizontal
Fy=55 ksi
Lozier 1-1/2x1-1/16x16ga
0.06 -OK
Brace -Diagonal
Fy=55 ksi
Lozier 1-1/2x1-1/16x16ga
0.15 -OK
Base Plate
Fy=36 ksi
7x4x3/8 1 Fixity= 0 in -Ib
0.21 -OK
Anchor
2 per Base
0375" x 2" Embed HILTI KWIKBOLT TZ ESR 1917 Inspection Reqd (Net Seismic Uplift=13621b)
0.958-0K
Slab & Soil
4" thk x 4000 psi slab on grade. 1000 psf Soil Bearing Pressure
0.18 -OK
Level
Load**
Per Level
Beam Spcg
Brace
Story Force
Transv
Story Force
Longit.
Column
Axial
Column
Moment
Conn.
Moment
Beam
Connector
1 200 Ib 4.0 in 42.0 in 3 Ib 2 Ib 1,000 Ib 138 "# 629 "# 3 pin OK
2
3
4
5
6
7
8
200 Ib
200 Ib
200 Ib
200 Ib
200 Ib
200 Ib
0 Ib
20.0 in
24.0 in
24.0 in
24.0 in
28.0 in
26.0 in
30.0 in
42.0 in
42.0 in
42.0 in
15 Ib
31 Ib
46 Ib
61 Ib
79 Ib
95 Ib
41 Ib
11 Ib
23 Ib
34 Ib
46 Ib
59 Ib
71 Ib
31 Ib
863 Ib
725 Ib
588 Ib
450 Ib
313 Ib
175 Ib
38 Ib
1,371 "#
1,576 "#
1,440 "#
1,235 "#
1,123 "#
661 "#
230 "#
1,133 "#
1,157 "#
1,038 "#
927 "#
726 "#
413 "#
80 "#
3 pin OK
3 pin OK
3 pin OK
3 pin OK
3 pin OK
3 pin OK
3 pin OK
** Load defined as product weight per pair of beams
Total: 370 Ib 276 Ib
Notes I NO LOAD @ TOP LVL
DSG-TUKWILA-TYPE 12- 15B
Page ;2 of 3 , 5/25/2017
Str tural
.#oncepts
Engineenng
1815 Wright Ave La Verne._CA 91750 Tel 909.596.1351 Fax: 909.596.7186
By. S.P.
Project: DICKS SPORTING GOODS # 1332
Project #: R-051717-1
Configuration & Summary: TYPE 12-15B SELECTIVE RACK 48 IN DEEP
40`
4e
111
PROFILE;Y 2-J
**RACK COLUMN REACTIONS
ASD LOADS
AXIAL DL= 300 /b
AXIAL LL= 2,800/b
SEISMIC AXIAL PS=+/- 2,587/b
B4SE MOMENT= 0 in -/b
Seismic Criteria
# Bm Lvls
Frame Depth
Frame Height
# Diagonals
Beam Length
Frame Type
Ss=1.444, Fa=1
8
48 in
180.0 in
4
96 in
Single Row
Component
Description
STRESS
Column
Fy=55 ksi
3x3x14ga
P=2663 Ib, M=3871 in -Ib
0.21 -OK
Column & Backer
None
None
None
N/A
Beam
Fy=55 ksi
StepBeam 3.5"x2.5"x0.06 "
Lu=96 in
Capacity: 3530 Ib/pr
0.23 -OK
Beam Connector
Fy=55 ksi
Lvi 2: 3 pin OK I Mconn=3315 in -Ib
Mcap=12691 in -lb
0.26 -OK
Brace -Horizontal
Fy=55 ksi
Lozier 1-1/2x1-1/16x16ga
0.48 -OK
Brace -Diagonal
Fy=55 ksi
Lozier 1-1/2x1-1/16x16ga
0.54-0K
Base Plate
Fy=36 ksi
7x4x3/8 1 Fixity= 0 in -Ib
0.45 -OK
Anchor
2 per Base
0375" x 2" Embed HILTI KWIKBOLT TZ ESR 1917 Inspection Reqd (Net Seismic Uplift=1048 Ib)
0.967 -OK
Slab & Soil
4" thk x 4000 psi slab on grade. 1000 psf Soil Bearing Pressure
0.37-0K
Level
Load**
Per Level
Beam Spcg
Brace
Story Force
Transv _
Story Force
Long t.
Column
Axial
Column
Moment
Conn.
Moment
Beam
Connector
1 800 Ib 4.0 in 42.0 in 8 Ib 6 Ib 3,100 Ib 390 "# 1,898 "# 3 oin OK
2
3
4
5
6
7
8
800 Ib
800 Ib
800 Ib
800 Ib
800 Ib
800 lb
0 Ib
20.0 in
24.0 in
24.0 in
24.0 in
28.0 in
26.0 in
30.0 in
42.0 in
42.0 in
42.0 in
47 Ib
93 Ib
140 Ib
186 Ib
241 lb
291 Ib
43 Ib
35 Ib
69 Ib
104 Ib
139 Ib
179 Ib
217 b
32 Ib
2,663 Ib
2,225 ib
1,788 Ib
1,350 Ib
913 Ib
475 Ib
38 Ib
3,871 "#
4,437 "#
4,021 "#
3,397 "#
2,993 "#
1,615 "#
239 "#
3,315 "#
3,367 "#
3,003 "#
2,643 "#
2,020 "#
1,056 "#
84 "#
3 pin OK
3 pin OK
3 pin OK
3pin OK
3 pin OK
3 pin OK
3 pin OK
** Load defined as product weight per pair of beams
Total:
1,048 lb
780 Ib
Notes INO LOAD @ TOP LVL
DSC-TUKWILA-TYPE 12- 155- 48 IN
Page a3 of 3 6,
5/25/2017
Str turas
oncepts
Engineering
By. S.P.
1815 Wright Ave La Verne. CA 91750 Tel: 909.596.1351 Fax: 909.596.7186
Project: DICKS SPORTING GOODS # 1332
Project*. R-051717-1
Configuration & Summary: TYPE 17C -15B SELECTIVE RACK
4a
PROFILE
**RACK COLUMN REACTIONS
ASD LOADS
AXL4L DL= 150 /b
AXIAL LL= 1,200/b
SEISMIC AXIAL PS=t/- 1,293/b
BASE MOMENT= 0 in -Ib
Seismic Criteria
# Bm Lvls
Frame Depth
Frame Height
# Diagonals
Beam Length
Frame Type
Ss=1.444, Fa=1
4
48 in
180.0 in
4
96 in
Single Row
Component
Description
STRESS
Column
Fy=55 ksi
3x3x14ga
P=1350 Ib, M=9747 in -Ib
0.33 -OK
Column & Backer
None
None
None
NIA
Beam
Fy=55 ksi
StepBeam 3.5"x2.5"x0.06 "
Lu=96 in
Capacity: 3530 Ib/pr
0.23 -OK
Beam Connector
Fy=55 ksi
Lvl 1: 3 pin OK 1 Mconn=5308 in -Ib
Mcap=12691 in -Ib
0.42 -OK
Brace -Horizontal
Fy=55 ksi
Lozier 1-1/2x1-1/16x16ga
0.21 -OK
Brace -Diagonal
Fy=55 ksi
Lozier 1-1/2x1-1/16x16ga
0.24 -OK
Base Plate
Fy=36 ksi
7x4x3/8 Fixity= 0 in -Ib
0.2 -OK
Anchor
2 per Base
0.375" x 2" Embed HILTI KWIKBOLT TZ ESR 1917 Inspection Reqd (Net Seismic Upli t=618 Ib)
0.525-0K
Slab & Soil
4" thk x 4000 psi slab on grade. 1000 psf Soil Bearing Pressure
0.17-0K
Level
Load**
Per Level
Beam Spcg
Brace
Story Force
Transv
Story Force
Longit.
Column
Axial
Column
Moment
Conn.
Moment
Beam
Connector
1 800 Ib 60.0 in 42.0 in 78 Ib 58 Ib 1,350 Ib 9,747 "# 5,308 "# 3 pin OK
2
3
4
800 Ib
800 Ib
0 Ib
60.0 in
30.0 in
30.0 in
42.0 in
42.0 in
42.0 in
156 Ib
196 Ib
291b
117 Ib
146 Ib
22 Ib
913 Ib
475 Ib
38 Ib
4,256 "# 2,335 "#
1,253 "# 902 "#
161 "# 56 "#
3 pin OK
3pin OK
3 pin OK
** Load defined as product weight per pair of beams
Notes
Total: 459 Ib 342 Ib
NO LOAD @ TOP LVL
DSG-TUKWIIA-TYPE 170-1515- 48 IN
Page ;Z,(1, of 55/25/2017
StrcturaI
looncepts
Engineering
1815 Wright Ave La Verne. CA 91750 Tel: 909.596.1351 Fax: 909.596.7186
By. S.P.
Project: DICKS SPORTING GOODS # 1332
Configuration & Summary: TYPE SFS01-15B SELECTIVE RACK
Project #: R-051717-1
tax
T_rgat
PROFILE SF.S0 -1
**RACK COLUMN REACTIONS
ASD LOADS
AXIAL DL= 263 /b
AXIAL LL= 1,500/b
SEISMIC AXIAL F #/- 1,624/b
BASE MOMENT= 0 in -lb
Seismic Criteria
# Bm Lvls
Frame Depth
Frame Height
# Diagonals
Beam Length
Frame Type
Ss=1.444, Fa=1
7
48 in
180.0 in
4
96 in
Single Row
Fy=55 ksi
StepBeam 3.5"x2.5"x0.06 "
Component
Description
STRESS
Column
Fy=55 ksi
3x3x14ga
P=1763 Ib, M=5688 in -Ib
0.23 -OK
Column & Backer
None
None
None
N/A
Beam
Fy=55 ksi
StepBeam 3.5"x2.5"x0.06 "
Lu=96 in
Capacity: 3530 Ib/pr
0.14 -OK
Beam Connector
Fy=55 ksi
LvI 1: 3 pin OK I Mconn=3155 in -Ib
Mcap=12691 in -Ib
0.25 -OK
Brace -Horizontal
Fy=55 ksi
Lozier 1-1/2x1-1/16x16ga
0.28 -OK
Brace -Diagonal
Fy=55 ksi
Lozier 1-1/2x1-1/16x16ga
0.32 -OK
Base Plate
Fy=36 ksi
754x3/8 Fixity= 0 in -Ib
0.27 -OK
Anchor
2 per Base
0.375" x 2" Embed HILTI KWIKBOLT TZ ESR 1917 Inspection Reqd (Net Seismic Uplift=728 Ib)
0.633 -OK
Slab & Soil
4" thk x 4000 psi slab on grade. 1000 psf Soil Bearing Pressure
0.22 -OK
Level
Load**
Per Level
Beam Spcg
Brace
Story Force
Transv
Story Force
Longit.
Column
Axial
Column
Moment
Conn.
Moment
Beam
Connector
1 500 Ib 28.0 in 42.0 in 29 Ih 77 ih 1 •A� us c too .'.
- . _..
2
3
4
5
6
7
500 Ib
500 Ib
500 Ib
500 Ib
500 Ib
0 b
24.0 in
24.0 in
34.0 in
24.0 in
24.0 in
22.0 in
** Load defined as product weight per pair of beams
Notes
NO LOAD @ TOP LVL
42.0 in
42.0 in
42.0 in
54 Ib
79 Ib
114 Ib
138 Ib
163 Ib
34 Ib
40 Ib
59 Ib
85 Ib
103 Ib
122 Ib
25 Ib
1,475 Ib
1,188 lb
900 lb
613 Ib
325 Ib
38 Ib
2,600 "#
2,360 "#
2,847 "#
1,501 "#
882 "#
139 "#
1,990 "#
2,077 "#
1,776 "#
1,088 "#
612 "#
49 "#
3 pin OK
3 pin OK
3 pin OK
3 pin OK
3pin OK
3 pin OK
Total: 6101b 4551b
D5G-TUKW1IA-TYPE SFSO I - 15B- 45 IN
Page RS of 36
5/2G/20 f 7
Structural
Concepts
Engineering
By. S.P.
1815 Wright Ave La Verne. CA 91750 Tel: 909.596.1351 Fax: 909.596.7186
Project: DICKS SPORTING GOODS # 1332
Project #: R-051717-1
Configuration & Summary: TYPE SFS02-15B SELECTIVE RACK
PROFILE SFSO2-15B
**RACK COLUMN REACTIONS
ASO LOADS
AXIAL DL= 188 /b
AXIAL LL= 1,200 /b
SEISMIC AXIAL /s=4-/- 1,371 /b
BASE MOMENT= 0 in -/b
Seismic Criteria
# Bm Lvls
Frame Depth
Frame Height
# Diagonals
Beam Length
Frame Type
Ss=1.444, Fa=1
5
48 in
180.0 in
4
96 in
Single Row
Component
Description
STRESS
Column
Fy=55 ksi
3x3x14ga
P=1388 Ib, M=14418 in -Ib
0.46-0K
Column & Backer
None
None
None
N/A
Beam
Fy=55 ksi
StepBeam 3.5"x2.5"x0.06 " ,
Lu=96 in
Capadty: 3530 Ib/pr
0.17 -OK
Beam Connector
Fy=55 ksi
LvI 1: 3 pin OK I Mconn=5976 in -Ib
Mcap=12691 in -lb
0.47 -OK
Brace -Horizontal
Fy=55 ksi
Lozier 1-1/2x1-1/16x16ga
0.22 -OK
Brace -Diagonal
Fy=55 ksi
Lozier 1-1/2x1-1/16x16ga
0.25 -OK
Base Plate
Fy=36 ksi
7x4x3/8 1 Fixity= 0 in -Ib
0.21 -OK
Anchor
2 per Base
0.375" x 2" Embed HILTI KWIKBOLT TZ ESR 1917 Inspection Reqd (Net Seismic Uplift=670 Ib)
0.558 -OK
Slab & Soil
4" thk x 4000 psi slab on grade. 1000 psf Soil Bearing Pressure
0.18 -OK
Level
Load**
Per Level
Beam Spcg
Brace
Story Force
Transv
Story Force
Longit.
Column
Axial
Column
Moment
Conn.
Moment
Beam
Connector
1 600 Ib 84.0 in 42.0 in 79 Ib 59 Ib 1,388 Ib 14,418 "# 5,976 "# 3 pin OK
2
3
4
5
600 Ib
600 lb
600 Ib
0 Ib
24.0 in
24.0 in
24.0 in
24.0 in
42.0 in
42.0 in
42.0 in
101 Ib
124 Ib
146 Ib
27 Ib
76 Ib
92 lb
109 Ib
20 Ib
1,050 Ib
713 Ib
375 Ib
38 Ib
1,783 "#
1,330 "#
775 "#
119 "#
1,395 "#
1,042 "#
618 "#
42 "#
3 pin OK
3 pin OK
3 pin OK
3 pin OK
** Load defined as product weight per pair of beams
Total:
477 Ib
356 lb
Notes INO LOAD @ TOP LVL
DSG-TUKWILA-TYPE 5F502-! 5D- 48 IN
Page 7, /, of 36
5126/20 17
Str tura)
oncepts
Engineering
1815 Wright Ave La Verne. CA 91750 Tel: 909.596.1351 Fax: 909.596.7186
By. S.P. Project: DICKS SPORTING GOODS # 1332
Project W. R-051717-1
Configuration & Summary: TYPE SFS03-158 SELECTIVE RACK
r--
1
-156
**RACK COLUMN REACTIONS
ASD LOADS
AXIAL DL= 3381b
AXZ4L LL= 2,000/b
SEISMICAXIAL P5=#/- 2,0971b
BASEMOMENT= 0 in -/b
Seismic Criteria
# Bm Lvis
Frame Depth
Frame Height
# Diagonals
Beam Length
Frame Type
Ss=1.444, Fa=1
9
48 in
180.0 in
4
96 in
Single Row
Component
Description
STRESS
Column
Fy=55 ksi
3x3x14ga
P=1475 Ib, M=4923 in -Ib
0.2 -OK
Column & Backer
None
None
None
N/A
Beam
Fy=55 ksi
StepBeam 3.5"x2.5"x0.06 "
Lu=96 in
Capacity: 3530 Ib/pr
0.14 -OK
Beam Connector
Fy=55 ksi
Lvl 4: 3 pin OK Mconn=2735 in -Ib
Mcap=12691 in -Ib
0.22 -OK
Brace -Horizontal
Fy=55 ksi
Lozier 1-1/2x1-1/16x16ga
0.37 -OK
Brace -Diagonal
Fy=55 ksi
Lozier 1-1/2x1-1/16x16ga
0.42 -OK
Base Plate
Fy=36 ksi
7x4x3/8 1 Fodty= 0 in -Ib
0.35 -OK
Anchor
2 per Base
0.375" x 2" Embed HILTI KWIKBOLT TZ ESR 1917 Inspection Reqd (Net Seismic Uplift=910 Ib)
0.808 -OK
Slab & Soil
4" thk x 4000 psi slab on grade. 1000 psf Soli Bearing Pressure
0.29 -OK
Level
Load**
Per Level
Beam Spcg
Brace
Story Force
Transv
Story Force
Longit.
Column
Axial
Column
Moment
Conn.
Moment
Beam
Connector
1 500 Ib 4.0 in 42.0 in 5 Ib 4 Ib 2,338 Ib 301 "# 1,197 "# 3 pin OK
2
3
4
5
6
7
8
9
500 ib
500 Ib
500 Ib
500 Ib
500 Ib
500 Ib
500 Ib
0 Ib
16.0 in
16.0 in
36.0 in
18.0 in
20.0 in
24.0 in
24.0 in
22.0 in
42.0 in
42.0 in
42.0 in
25 Ib
44 Ib
89 Ib
111 Ib
135 Ib
165 ib
194 ib
41 Ib
18 Ib
33 Ib
66 Ib
83 Ib
101 Ib
123 Ib
145 Ib
30 Ib
2,050 Ib
1,763 lb
1,475 Ib
1,188 Ib
900 Ib
613 Ib
325 ib
38 Ib
2,393 "#
2,320 "#
4,923 "#
2,165 "#
1,993 "#
1,786 "#
1,049 "#
166 "#
1,904 "#
2,789 "#
2,735 "#
1,709 "#
1,577 "#
1,247 "#
679 "#
58 "#
3 pin OK
3 pin OK
3pinOK
3 pin OK
3 pin OK
3 pin OK
3 pin OK
3 pin OK
** Load defined as product weight per pair of beams
Notes
Total: 808 Ib 602 Ib
NO LOAD @ TOP LVL
DSG-TUKMLA-TYPE 5F5O3- 1513- 45 IN
Page A,^7 of 36, 5/26/2OI7
S taural
oncepts
Engineering
1815 Wright Ave La Verne. CA 91750 Tel: 909.596.1351 Fax: 909.596.7186
By: S.P.
Project: DICKS SPORTING GOODS # 1332
Project #: R-051717-1
Configuration & Summary: TYPE AHB01-15 SELECTIVE RACK
aalwAeW
1
1
I
gr 0155
"RACK COLUMN REACTIONS
ASD LOADS
AXIAL DL= 200 /b
AXIAL LL= 1,600 /b
SE7SMICAXIAL Ps=t/- 1,925/6
BASE MOMENT= 0 in -Ib
Seismic Criteria
# Bm Lvls
Frame Depth
Frame Height
# Diagonals
Beam Length
Frame Type
Ss=1.444, Fa=1
4
48 in
180.0 in
4
96 in
Single Row
Component
Description
STRESS
Column
Fy=55 ksi
3x3x14ga
P=1800 lb, M=9804 in -Ib
0.35 -OK
Column & Backer
None
None
None
N/A
Beam
Fy=55 ksi
StepBeam 3.5"x2.5"x0.06 "
Lu=96 in
Capacity: 3530 Ib/pr
0.23 -OK
Beam Connector
Fy=55 ksi
Lvl 1: 3 pin OK Mconn=5488 in -Ib
Mcap=12691 in -ib
0.43 -OK
Brace -Horizontal
Fy=55 ksi
Lozier 1-1/2x1-1/16x16ga
0.28 -OK
Brace -Diagonal
Fy=55 ksi
Lozier 1-1/2x1-1/16x16ga
0.32 -OK
Base Plate
Fy=36 ksi
7x4x3/8 Rxity= 0 in -Ib
0.28 -OK
Anchor
2 per Base
0.375" x 2" Embed HILTI KWIKBOLT TZ ESR 1917 Inspection Reqd (Net Seismic Uplift=1026 Ib)
0.908 -OK
Slab & Soil
4" thk x 4000 psi slab on grade. 1000 psf Soil Bearing Pressure
0,24-0K
Level
Load**
Per Level
Beam Spcg
Brace
Story Force
Transv
Story Force
Longit.
Column
Axial
Column
Moment
Conn.
Moment
Beam
Connector
1 800 Ib 46.0 in 42.0 in 62 Ib 46 Ib 1,800 Ib 9,804 "# 5,488 "# 3 pin OK
2
3
4
800 Ib
800 Ib
800 Ib
46.0 in
46.0 in
42.0 in
42.0 in
42.0 in
42.0 in
1241b
185 Ib
242 Ib
92 Ib
138 Ib
180 lb
1,350 Ib
900 Ib
450 Ib
4,715 "#
3,657 "#
1,890 "#
3,337 "#
2,348 "#
1,068 "#
3 pin OK
3 pin OK
3 pin OK
** Load defined as product weight per pair of beams
Total: 6121b 4561b
Notes
DSG-TUKWILA-TYPE At1801
Page at- of 2 6, 5/23/2017
S tStrWural
once is
ngineering
1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763
WIDE SPAN UNITS
11
Strturai
tooncepts
Engineering
1815 Wright Ave La Verne. CA 91750 Tet: 909.596.1351 Fax: 909.596.7186
By: S.P.
Project: DICKS SPORTING GOODS # 1332
Project ft R-051717-1
Configuration & Summary: TYPE 03A-10 WIDE SPAN 12 IN DEEP
S
1
PROFILE 3A-10
**RACK COLUMN REACTIONS
ASD LOADS
AXIAL DL= 300 /b
AXIAL LL= 450 !b
SEISMIC AXIAL Ps=#/- 2,335/17
BASE MOMENT= 0 in -/b
Seismic Criteria
# Bm Lvls
Frame Depth
Frame Height
# Diagonals
Beam Length
Frame Type
Ss=1.444, Fa=1
6
12 in
120.0 in
2
96 in
Single Row
Component
Description
STRESS
Column
Fy=55 ksi
1-3/4x1-5/8x14ga
P=625 Ib, M=1282 in -Ib
0.18 -OK
Column & Backer
None
None
None
N/A
Beam
Fy=55 ksi
Wide Span 3-1/4"x 16ga
Lu=96 in
Capacity: 1220Ib/pr
0.12-0K
Beam Connector
Fy=55 ksi
Lvl 2: 2 tab OK _ Mconn=1059 in -Ib
Mcap=9726 in -Ib
0.11 -OK
Brace -Horizontal
Fy=55 ksi
1-11/32x3/4x16ga Tube
0.06 -OK
Brace -Diagonal
Fy=55 ksi
1-11/32x3/4x16ga Tube
0.53 -OK '
Base Plate
Fy=36 ksi
4x4x1/4 Rxity= 0 in -Ib
0.3 -OK
Anchor
4 per Base
0.375" x 2" Embed HILTI KWIKBOLT TZ ESR 1917 Inspection Reqd (Net Seismic Uplift=2852 Ib)
0.983 -OK
Slab & Soil
4" thk x 4000 psi slab on grade. 1000 psf Soil Bearing Pressure
0.23 -OK
Level
Load**
Per Level
Beam Spcg
Brace
Story Force
Transv
Story Force
Longit.
Column
Axial
Column
Moment
Conn.
Moment
Beam
Connector
1 150 Ib 4.0 in 48.0 in 3 Ib 2 Ib 750 Ib 108 "# 682 "# 2 tab OK
2
3
4
5
6
150 Ib
150 Ib
150 Ib
150 Ib
1501b
24.0 in
24.0 in
24.0 in
24.0 in
20.0 in
48.0 in
21 Ib
40 Ib
58 Ib
76 Ib
92 Ib
16 Ib
30 Ib
43 Ib
57 lb
68 Ib
625 Ib
500 lb
375 Ib
250 lb
125 Ib
1,282 "#
1,187 "#
1,009 "#
750 "#
341 "#
1,059 "#
964 "#
811 "#
577 "#
315 "#
2 tab OK
2 tab OK
2 tab OK
2 tab OK
2 tab OK
** Load defined as product weight per pair of beams
Total:
290 Ib
216 Ib
Notes 'UNITS MUST BE TIED @ TOP.
DSG-TUKWThA-TYPE 03A - 12 IN DEEP WIDE SPAN
Page 3 0of 3
5/23/20 17
Stiturai
oncepts
Engineering
By: S.P.
1815 Wright Ave La Verne. CA 91750 Tel: 909.596.1351 Fax: 909.596.7186
Project: DICKS SPORTING GOODS # 1332
Project #: R-051717-1
Configuration & Summary: TYPE 05-10 WIDE SPAN 24 IN DEEP
#20.
E
t- T
.i
2y•
PROFILE 05-10
**RACK COLUMN REACTIONS
ASD LOADS
AXIAL DL= 200 /b
AXIAL LL= 80016
SEISMICAXE4L Ps= -1-/- 1,626/6
BASEMOMENT= 0 17 -Ib
Seismic Criteria
# Bm Lvls
Frame Depth
Frame Height
# Diagonals
Beam Length
Frame Type
Ss=1.444, Fa=1
4
24 in
120.0 in
2
96 in
Single Row
Component
Description
S}ss
Column
Fy=55 ksi
1-3/4x1-5/8x14ga
P=750 Ib, M=2598 in -Ib
0.31 -OK
Column & Backer
None
None
None
N/A
Beam
Fy=55 ksi
Wide Span 3-1/4"x 16ga
Lu=96 in
Capacity: 1220 Ib/pr
0.33-0K
Beam Connector
Fy=55 ksi
Lvl 2: 2 tab OK i Mconn=2139 in -Ib
Mcap=9726 in -Ib
0.22 -OK
Brace -Horizontal
Fy=55 ksi
1-11/32x3/4x16ga Tube
0.09 -OK
Brace -Diagonal
Fy=55 ksi
1-11/32x3/4x16ga Tube
0.42 -OK
Base Plate
Fy=36 ksi
4x4x1/4 ` Rxity= 0 in -lb
0.27 -OK
Anchor
2 per Base
0.375" x 2" Embed HILTI KWIKBOLTTZ ESR 1917 Inspection Reqd (Net Seismic Uplift=1106 Ib)
0.842 -OK
Slab & Soil
4" thk x 4000 psi slab on grade. 1000 psf Soil Bearing Pressure
0.2-0K
Level
Load**
Per Level
Beam Spcg
Brace
Story Force
Transv
Story Force
Longit.
Column
Axial
Column
Moment
Conn.
Moment
Beam
Connector
1 400 Ib 4.0 in 48.0 in 6 Ib 4 Ib 1,000 Ib 132 "# 1.476 "# 2 tab OK
2
3
4
400 Ib
400 Ib
400 Ib
40.0 in
38.0 in
38.0 in
48.0 in
62 Ib
116 Ib
170 Ib
47 Ib
87 Ib
127 Ib
750 Ib
500 Ib
250 Ib
2,598 "#
2,026 "#
1,204 "#
2,139 "#
1,651 "#
942 "#
2 tab OK
2 tab OK
2 tab OK
**Load defined as product weight per pair of beams
Notes
Total: 3541b 2641b
DSG-TUKWILA-TYPE 05 - 24 IN DEEP WIDE SPAN Page 3 i of 3 6, 5/23/201 7
CIF Ar
StrAtural
oncepts
Enguneenng
1815 Wright Ave La Verne. CA 91750 Tel: 909.596.1351 Fax: 909.596.7186
By: S.P.
Project: DICKS SPORTING GOODS # 1332
Project #: R-051717-1
Configuration & Summary: TYPE 05-10 WIDE SPAN 48 IN DEEP
1
WSW
48
3Za
PROFILE 05-10
**RACK COLUMN REACTIONS
ASD LOADS
AXIAL DL= 2001b
AXL4L LL= 1,6001b
SEISMIC AXIAL Ps=+/- 1,482 Ib
BASE MOMENT= 0 in -lb
Seismic Criteria
# Bm Lvls
Frame Depth
Frame Height
# Diagonals
Beam Length
Frame Type
Ss=1.444, Fa=1
4
48 in
120.0 in
2
96 in
Single Row
Component
Description
STRESS
Column
Fy=55 ksi
1-3/4x1-5/8x14ga
P=1350 Ib, M=4487 in -Ib
0.58-0K
Column & Backer
None
None
None
N/A
Beam
Fy=55 ksi
Wide Span 3-1/4"x 16ga
Lu=96 in
Capacity: 1220 lb/pr
0.66-0K
Beam Connector
Fy=55 ksi
Lvl 2: 2 tab OK I Mconn=3837 in -Ib
Mcap=9726 in -lb
0.39-0K
Brace -Horizontal
Fy=55 ksi
1-11/32x3/4x16ga Tube
0.52-0K
Brace -Diagonal
Fy=55 ksi
1-11/32x3/4x16ga Tube
0.82-0K
Base Plate
Fy=36 ksi
4x4x1/4 I Rxity= 0 in -Ib
0.36-0K
Anchor
2 per Base
0.375" x 2" Embed HILTI KWIKBOLT TZ ESR 1917 Inspection Reqd (Net Seismic UpIi t=582 Ib)
0.608 -OK
Slab & Soil
4" thk x 4000 psi slab on grade. 1000 psf Soil Bearing Pressure
0.26-0K
Level
Load**
Per Level
Beam Spcg
Brace
Story Force
Transv
Story Force
Longit.
Column
Axial
Column
Moment
Conn.
Moment
Beam
Connector
1 800 Ib 4.0 in 48.0 in 10 Ib 7 Ib 1,800 Ib 228 "# 2.692 "# 7 rah nit
2
3
4
800 ib
800 Ib
800 Ib
40.0 in
38.0 in
38.0 in
48.0 in
108 Ib
201 Ib
294 Ib
80 Ib
150 Ib
2191b
1,350 Ib
900 Ib
450 Ib
4,487 "#
3,500 "#
2,079 "#
3,837 "#
2,994 "#
1,769 "#
2 tab OK
2 tab OK
2 tab OK
** Load defined as product weight per pair of beams
Total:
612 Ib 456 Ib
DSG-TUKWILA-TYPE 05 - 48 IN DEEP WIDE SEAN
Page '3 2. of 34,,
5/23/20 17
1 41 r
S tStrAtural
oncepts
Engineering
1815 Wright Ave La Verne. CA 91750 Tel: 909.596.1351 Fax: 909.596.7186
By: S.P.
Project: DICKS SPORTING GOODS # 1332
Project #: R-051717-1
Configuration & Summary: TYPE 07-10 WIDE SPAN 24 IN DEEP
r
72' a
f
PROFILE 07-10
**RACK COLUMN REACTIONS
ASD LOADS
AXIAL DL= 300 /b
AXIAL LL= 750 /b
SEISMICAXL4L Ps= -1-/- 1,5451b
BASE MOMENT= 0 in lb
Seismic Criteria
# Bm Lvls
Frame Depth
Frame Height
# Diagonals
Beam Length
Frame Type
Ss=1.444, Fa=1
6
24 in
120.0 in
2
96 in
Single Row
Component
Description
STRESS
Column
Fy=55 ksi
1-3/4x1-5/8x14ga
P=700 Ib, M=1595 in -Ib
0.1 -OK
Column & Backer
None
None
None
N/A
Beam
Fy=55 ksi
Wide Span 3-1/4"x 16ga
Lu=96 in
Capacity: 1220 lb/pr
0.2-0K
Beam Connector
Fy=55 ksi
Lvl 1: 2 tab OK
Mconn=874 in -Ib
Mcap=9726 in -Ib
0.09 -OK
Brace -Horizontal
Fy=55 ksi
1-11/32x3/4x16ga Tube
0.1 -OK
Brace -Diagonal
Fy=55 ksi
1-11/32x3/4x16ga Tube
0.46 -OK
Base Plate
Fy=36 ksi
4x4x1/4 1 Fixity= 0 in -Ib
0.27 -OK
Anchor
2 per Base
0.375" x 2" Embed HILTI KWIKBOLT TZ ESR 1917 Inspection Reqd (Net Seismic Uplift=978 Ib)
0.95-0K
Slab & Soil
4" thk x 4000 psi slab on grade. 1000 psf Soil Bearing Pressure
0.2 -OK
Level
Load**
Per Level
Beam Spcg
Brace
Story Force
Transv
Story Force
Longit.
Column
Axial
Column
Moment
Conn.
Moment
Beam
Connector
1 250 Ib 4.0 in 48.0 in 4 Ib 3 Ib 1,050 Ib 144 "# 874 "# 2 tab OK
2
3
4
5
6
250 Ib
250 Ib
250 Ib
250 Ib
250 It,
20.0 in
24.0 in
24.0 in
24.0 in
24.0 in
48.0 in
26 Ib
51 Ib
76 Ib
102 Ib
127 Ib
19 Ib
38 Ib
57 Ib
76 Ib
95 Ib
875 Ib
700 Ib
525 Ib
350 lb
175 Ib
1,424 "#
1,595 "#
1,367 "#
1,025 "#
569 "#
1,382 "#
1,362 "#
1,163 "#
883 "#
525 "#
2 tab OK
2 tab OK
2 tab OK
2 tab OK
2 tab OK
** Load defined as product weight per pair of beams
Total:
386 Ib
288 Ib
Notes
DSG-TUKWIIA-TYPE 07 - 24 IN DEEP WIDE SEAN Page 33 of 2 6
5/23/2017
1 M
StrAtural
oncepts
Engineering
1815 Wright Ave La Verne. CA 91750 TeL• 909.596.1351 Fax: 909.596.7186
By: S.P.
Project: DICKS SPORTING GOODS # 1332
Project #: R-051717-1
Configuration & Summary: TYPE 07-10 WIDE SPAN 48 IN DEEP
9
4ie
PROFILE 07-10
**RACK COLUMN REAC7ION5
ASD LOADS
AXIAL DL= 3001b
AXIAL LL= 1,5001b
SEISMICAXL4L Ps=#/- 1,256/b
BASE MOMENT= 0 in -Ib
Seismic Criteria
# Bm Lvls
Frame Depth
Frame Height
# Diagonals
Beam Length
Frame Type
Ss=1.444, Fa=1
6
48 in
120.0 in
2
96 in
Single Row
Component
Description
STRESS
Column
Fy=55 ksi
1-3/4x1-5/8x14ga
P=1500 Ib, M=2315 in -Ib
0.23-0K
Column & Backer
None
None
None
N/A
Beam
Fy=55 ksi
Wide Span 3-1/4"x 16ga
Lu=96 in
Capacity: 1220 Ib/pr
0.41-0K
Beam Connector
Fy=55 ksi
Lvl 1: 2 tab OK
Mconn=1543 in -Ib
Mcap=9726 in -Ib
0.16 -OK
Brace -Horizontal
Fy=55 ksi
1-11/32x3/4x16ga Tube
0.53 -OK
Brace -Diagonal
Fy=55 ksi
1-11/32x3/4x16ga Tube
0.84 -OK
Base Plate
Fy=36 ksi
4x4x1/4 1 Rxity= 0 in -Ib
0.34-0K
Anchor
2 per Base
0.375" x 2" Embed HILTI KWIKBOLT 17 ESR 1917 Inspection Reqd (Net Seismic Uplift=334 Ib)
0.45-0K
Slab & Soil
4" thk x 4000 psi slab on grade.' 1000 psf Soil Bearing Pressure
0.25-0K
Level
Load**
Per Level
Beam Spcg
Brace
Story Force
Transv
Story Force
Longit.
Column
Axial
Column
Moment
Conn.
Moment
Beam
Connector
1 500 Ib 4.0 in 48.0 in 7 Ib 5 Ib 1,800 Ib 234 "# 1,543 "# 2 tab OK
2
3
4
5
6
500 Ib
500 Ib
500 Ib
500 Ib
500 Ib
20.0 in
24.0 in
24.0 in
24.0 in
24.0 in
48.0 in
41 Ib
83 Ib
1241b
166 Ib
207 Ib
31 Ib
62 Ib
93 Ib
123 Ib
1541b
1,500 Ib
1,200 Ib
900 Ib
600 Ib
300 Ib
2,315 "#
2,592 "#
2,222 "#
1,666 "#
926 "#
2,368 "#
2,336 "#
2,012 "#
1,558 "#
975 "#
2tabOK
2 tab OK
2 tab OK
2 tab OK
2 tab OK
** Load defined as product weight per pair of beams
Total:
628 Ib
468 Ib
Notes
DSG-TUKWILA-TYPE 07 - 48 IN DEEP WIDE SPAN Page 3y of 56
5/23/20 17
Str tura)
Looncepts
Engineering
1815 Wright Ave La Verne. CA 91750 Tel: 909.596.1351 Fax: 909.596.7186
By: S.P.
Project: DICKS SPORTING GOODS # 1332
Project #: R-051717-1
Configuration & Summary: TYPE 08A-10 WIDE SPAN
■■
NS
..
NM
1
............
............
WM EN
.. ..
.. ..
MIR MS
PROFILE 084-10
**RACK COLUMN RE4C7IONS
ASD LOADS
AXIAL DL= 200 ib
AXIAL LL= 1,0001b
SEISMIC AXIAL Ps=+/- 910 lb
BASE MOMENT= 0 in -Ib
Seismic Criteria
# Bm Lvls
Frame Depth
Frame Height
# Diagonals
Beam Length
Frame Type
Ss=1.444, Fa=1
4
48 in
120.0 in
2
96 in
Single Row
Component
Description
STRESS
Column
Fy=55 ksi
1-3/4x1-5/8x14ga
P=900 Ib, M=3070 in -Ib
0.36-0K
Column & Backer
None
None
None
N/A
Beam
Fy=55 ksi
Wide Span 3-1/4"x 16ga
Lu=96 in
Capacity: 1220 Ib/pr
0.41 -OK
Beam Connector
Fy=55 ksi
Lvl 2: 2 tab OK Mconn=2564 in -Ib
Mcap=9726 in -Ib
0.26 -OK
Brace -Horizontal
Fy=55 ksi
1-11/32x3/4x16ga Tube
0.36 -OK
Brace -Diagonal
Fy=55 ksi
1-11/32x3/4x16ga Tube
0.56 -OK
Base Plate
Fy=36 ksi
4x4x1/4 I Rxity= 0 in -Ib
0.24 -OK
Anchor
2 per Base
0.375" x 2" Embed HILTI KWIKBOLT 17 ESR 1917 Inspection Reqd (Net Seismic Uplift=294 Ib)
0.35 -OK
Slab & Soil
4" thk x 4000 psi slab on grade. 1000 psf Soil Bearing Pressure
0.17-0K
Level
Load**
Per Level
Beam Spcg
Brace
Story Force
Transv
Story Force
Longit.
Column
Axial
Column
Moment
Conn.
Moment
Beam
Connector
1 500 Ib 4.0 in 48.0 in 7 Ib 5 Ib 1,200 Ib 156 "# 1,780 "# 2 tab OK
2
3
4
500 Ib
500 lb
500 Ib
40.0 in
38.0 in
38.0 in
48.0 in
74 Ib
137 lb
201 lb
55 Ib
1021b
150 Ib
900 lb
600 lb
300 lb
3,070 "#
2,395 "#
1,423 "#
2,564 "#
1,987 "#
1,149 "#
2 tab OK
2 tab OK
2 tab OK
** Load defined as product weight per pair of beams
Notes
Total: 4191b 312 lb
DSG-TUKWIIA-TYPE 08A WIDE SPAN
Page 25 of 3(p
5/23/20 17
A EL.* V
ShAtural
oncepts
Engineering
1815 Wright Ave La Verne. CA 91750 Tel: 909.596.1351 Fax: 909.596.7186
By: S.P.
Project: DICKS SPORTING GOODS # 1332
Project #: R-051717-1
Configuration & Summary: TYPE 11-10 WIDE SPAN
io
PROFILE 1i
**RACK COLUMN REACTIONS
ASD LOADS
AXIAL DL= 250 ib
AXIAL LL= 375 ib
SEISMICAXL4L Ps=+/- 1,318 Ib
8445E MOMENT= Din -/b
Seismic Criteria
# Bm Lvls
Frame Depth
Frame Height
# Diagonals
Beam Length
Frame Type
Ss=1.444, Fa=1
5
18 in
120.0 in
2
48 in
Single Row
Component
Description
STRESS
Column
Fy=55 ksi
1-3/4x1-5/8x14ga
P=500 lb, M=1244 in -Ib
0.06 -OK
Column & Backer
None
None
None
N/A
Beam
Fy=55 ksi
Wide Span 3-1/4"x 16ga
Lu=48 in
Capacity: 4041 Ib/pr
0.04 -OK
Beam Connector
Fy=55 ksi
Lvl 1: 2 tab OK I Mconn=531 in -Ib
Mcap=9726 in -Ib
0.05 -OK
Brace -Horizontal
Fy=55 ksi
1-11/32x3/4x16ga Tube
0.05 -OK
Brace -Diagonal
Fy=55 ksi
1-11/32x3/4x16ga Tube
0.33 -OK
Base Plate
Fy=36 ksi
4x4x1/4 Fixity= 0 in -Ib
0.2-0K
Anchor
2 per Base
0.375" x 2" Embed HILTI KWIKBOLT 17 ESR 1917 Inspection Reqd (Net Seismic Uplift=964 Ib)
0.708 -OK
Slab & Soil
4" thk x 4000 psi slab on grade. 1000 psf Soil Bearing Pressure
0.15 -OK
Level
Load**
Per Level
Beam Spcg
Brace
Story Force
Transv
Story Force
Longit.
Column
Axial
Column
Moment
Conn.
Moment
Beam
Connector
1 150 Ib 4.0 in 48.0 in 3 Ib 2 Ib 625 Ib 90 "# 531 "# 2 tab OK
2
3
4
5
150 Ib
150 Ib
150 Ib
150 Ib
28.0 in
30.0 in
30.0 in
28.0 in
48.0 in
25 Ib
48 Ib
72 Ib
93 Ib
19 Ib
36 ib
53 Ib
70 Ib
500 Ib
375 Ib
250 Ib
125 Ib
1,244 "#
1,193 "#
923 "#
488 "#
917 "#
804 "#
558 "#
234 "#
2 tab OK
2 tab OK
2 tab OK
2 tab OK
** Load defined as product weight per pair of beams
Notes
Total: 241 Ib 180 Ib
DSG-TUKWILA-TYPE I I WIDE SPAN
Page 3c, of 3 C0 5/23/20 17
(RNiIT COORD COPY C
PLAN REVIEW/ROUTING SLIP
PERMIT NUMBER: D17-0150 DATE: 06/05/17
PROJECT NAME: DICK'S SPORTING GOODS
SITE ADDRESS: 17450 SOUTHCENTER PKWY
X Original Plan Submittal Revision # before Permit Issued
Response to Correction Letter # Revision # after Permit Issued
DEPARTMENTS:
fr AW� (41
Building Division W
Public Works
n
A-vto\ c G--(1-13
Fire Prevention 1/1
Structural
Planning Division
❑ Permit Coordinator
n
s
PRELINIINARY REVIEW:
Not Applicable n
(no approval/review required)
DATE: 06/06/17
Structural Review Required
REVIEWER'S INITIALS: DATE:
APPROVALS OR CORRECTIONS:
Approved
Corrections Required
❑ Approved with Conditions
❑ Denied
(corrections entered in Reviews) (ie: Zoning Issues)
DUE DATE: 07/04/17
Notation:
REVIEWER'S INITIALS:
DATE:
Permit Center Use Only
CORRECTION LETTER MAILED:
Departments issued corrections: Bldg 0 Fire 0 Ping ❑ PW 0 Staff Initials:
12/18/2013
RETAIL FIXTURE SOLUTIONS Io
Washington State Department of
Labor & industries
O
Page 1 of 3
Home Espafiol Contact Search L&I
A -Z Index
Safety & Health Claims & Insurance Workplace Rights
RETAIL FIXTURE SOLUTIONS INC
Owner or tradesperson
HOFFMAN, RONALD KEVIN
Principals
HOFFMAN, RONALD KEVIN, PRESIDENT
HOFFMAN, KIMBERLY
ANDERSON, SECRETARY
HOFFMAN, KEVIN MICHAEL, TREASURER
WA UBI No.
603 036 891
995 N INTERSTATE HIGHWAY 35E
WAXAHACHIE, TX 75165
972-923-0001
Business type
Corporation
License
Verify the contractor's active registration / license / certification (depending on trade) and any past violations.
Construction Contractor
License specialties
GENERAL
License no.
RETAIFS864PS
Effective — expiration
10/16/2014-10/16/2018
Bond
Active.
Meets current requirements.
Suretec Insurance Company $12,000.00
Bond account no.
5189070
Received by L&I Effective date
10/09/2014 10/06/2014
Expiration date
Help us improve
https://secure.lni.wa.gov/verify/Detail.aspx?UBI=603036891 &LIC=RETAIFS864PS&SAW= 7/25/2017
RETAIL FIXTURE SOLUTIONS INC Page 2 of 3
C Until Canceled n
Insurance
Nationwide Insurance Co of Ame $1,000,000.00
Policy no.
ACP3008013519
Received by L&I Effective date
12/19/2016 12/06/2016
Expiration date
12/06/2017
Ohio Security Ins Co
Policy no.
BKS56269560
$2,000,000.00
Received by L&I Effective date
12/07/2015 11/30/2015
Expiration date
11/30/2017
Insurance history
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 violations during the previous 6 year period.
Workers' comp
No active workers' comp accounts during the previous 6 year period.
Public Works Strikes and Debarments
Verify the contractor is eligible to perform work on public works projects.
Contractor Strikes
No strikes have been issued against this contractor.
Contractors not allowed to bid
No debarments have been issued against this contractor.
Workplace safety and health
No inspections during the previous 6 year period.
Help us improve
https://secure.lni.wa.gov/verify/Detail.aspx?UBI=603036891 &LIC=RETAIFS864PS&SAW= 7/25/2017
POR
\G GOOD
DICKS
SPORTING GOODS
TE\A\T
DICK'S SPORTING GOODS
345 COURT STREET
CORAOPOLIS, PA 15108
CONTACT: DIRECTOR OF CONSTRUCTION
PHONE: (724) 273-3400
AR
EWA -SC VA\
A
RC— I TPCTS
IIINCORPORATED
ARCHITECT
HERSCHv1AN ARCHITECTS
25001 EMERY ROAD, SUITE #400
CLEVELAND, OH 44128
CONTACT: AARON BLUE
PHONE: (216) 223.3200 x243
FAX: (216) 223.3210
E—MAIL: ablue@herschmanarchitects.com
DLA\
PAHKWAV SPH CF\THS
1750 SOT-CP\TiP DARCVVA,"
LKWLA, WA 98188
STOP X1332
SHELVI\G
RETAIL FIXTURE SOLUTIONS, INC.
995 N 1-35E
WAXAHACHIE, TX 75165
CONTACT: RON HOFFMAN
PHONE: (972) 923-0001
E—MAIL: rhoffman@retailfixturesolutions.com
Fm;lyEuriCvt etP,
PROJECT LOCATION
SW 16th S(
747
IK I A Seattle ni
Minkler Boulevard
-rucfu ra
Concepts
-- '' Engineering
ST�UCTUAL E\GI\EES
STRUCTURAL CONCEPTS ENGINEERING, INC.
1815 WRIGHT AVENUE
LA VERNE, CA 91750
CONTACT: BOB SHARIFI
PHONE: (909) 596-1351
E—MAIL: bob@sceinc.net
\S
AREA OF WORK
DAWING I\DEX
T1
COVE SHEET
F1
SHELVI\G PLA\
F1 A.1
SQUAME FOOT COVVODITIES
F2
E\LAGED PLA\
F3
PROFILE ELEVATIO\S
SCE
1 OF 2
WIDE SPAN DETAILS
SCE
2 OF 2
STORAGE .AC<I\G DETAILS
LS1.0
LIFE SAFETY PLA\ (FO EFEE\CE 0\LY)
SCOPE OF WOHK
ALLATO\ OF 609 \
STOCROOV RACE
SITE
DLA\
BAR i FI -T
\G
rNo changes shall be made to the
of worts; without prior approval of
ope
Tukwila Building Division.
NOTE: Revisions will require a new plan submittal
and may include additional plan review fees,
REVISIONS
Tuesday Morning
mays
Furniture Gallery
46•aro4t
767st
L-T:ir
17
Americas Best
Bath t3 Body Works
Lifeway Christian Store
Ulta Cosmetics
Thai Mali 20:41 Stanford's
Capriotti's Sandwich Shop Bar & Grtll Wing Stop
Cold Stone Creamery f Pacific Dental
vow j
i Sprint PCS
MOO
rt0a41
SQuthceoter Parkway
r4
v Famous Daves
Hobby Town
272011
6240+1
Sleep
TrI
64!4341
SEPARATE PERMIT
REQUIRED FOR:
l..��9.cchanicat
O' tectricai
C�,,t;rstfibing
('Gas Piping
City of Tukwila
Bl►iL TING DIVISION
II
ABLE COPY
Permit o. h.(,..,. %_O (,
,5V
Plan review approv9.1 is subject to errors and omissions.
Approval of construction .ument. does not authorize
the violation of any 9 t
of approved Fioi
pted cod
ordinance. Receipt
ackn •wledgod:
ate:
City of Tukwila
BUILDING DIVISION
REVIEWED FOR
CODE COMPLIANCE
APPROVED
JUN 19 2017
A -T
City of Tukwila
BUILDING DIVISION
bt1Ol5O
RECEIVED
CITY OF TUKWILA
JUN 0 5 2017
PERMIT CENTER
r.E. •
Eng. Inc
C np
ISSUE DATE:
05/16/2017
REVISIONS:
ISIONS:
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SHEET TITLE:
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JUN 022017
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STORE NUMBER:
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SKEET NUMBER:
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ISSUE DATE:
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JUN 0 5 2011
PERMIT CENTER
995 NI -35E, CHIE,TX75165
SHEET TITLE:
Ie 972-923-0001
Oc
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EXPIRES 10/25/ 20/7
STORE NUMBER:
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SHEET NUMBER:
/
JUN 022011
4,143 SQ.FT.
* RACK HEIGHT = 15'-0"
* STORAGE HEIGHT TO 15'-0"
(COMMODITIES CLASS I-IV WITH LIMITED AMOUNT OF GROUP A PLASTICS).
FULLY SPRINKLERED
* SHELVES ARE OPEN WIRE MESH.
1,445 SQ.FT.
* RACK HEIGHT = 15'-0"
* STORAGE HEIGHT TO 15'-0"
(COMMODITIES CLASS I-IV WITH LIMITED AMOUNT OF GROUP A PLASTICS).
* FULLY SPRINKLERED
* SHELVES ARE OPEN WIRE MESH.
COMMODITY AND STOCK INFORMATION
* ALL COMMODITIES WILL NOT BE
ENCAPSULATED
* ALL COMMODITIES STORED ON
RACKS IN THE STOCK AREA WILL BE
ON WOOD PALLETS OR IN BOXES.
* ALL GROUP A PLASTIC COMMODITIES
ARE CONSIDERED NON—EXPANDED
PLASTICS
FIRE SUPPRESSION UNDER SEPARATE PERMIT
FIll 8 =RA
IZ[-I5� ' 7:C -16d
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MAIN STOCK
7
.. 07-10 “.07.10
II n
202 SQ.FT.
* RACK HEIGHT = 10'-0"
* STORAGE HEIGHT TO 11'-11'
(COMMODITIES CLASS I-IV WITH LIMITED AMOUNT OF GROUP A PLASTICS).
* FULLY SPRINKLERED
* SHELVES ARE OPEN WIRE MESH.
7
f7
“. 0$A-10
558 SQ.FT.
* RACK HEIGHT = 10'-0"
* STORAGE HEIGHT TO 11'-11"
(COMMODITIES CLASS I-IV WITH LMITED AMOUNT OF GROUP A PLASTICS).
* FULLY SPRINKLERED
* SHELVES ARE OPEN WIRE MESH.
REVIEWED FOR
-ODE COMPLIANCE
APPROVED
JUN 19 2017
City of Tukwila
BUILDING DIVISION
RECEIVED
CITY OF TUKWILA
JUN 052017
PERMIT CENTER
b 11 oIg�
0
0
ISSUE DATE:
05/16/2017
REVISIONS:
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NOTES:
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DESCRIPTION
SIZE
ESR#
HILTI KWIK BOLT TZ ANCHOR
3/8'0 X 2" MIN. EMBED.
1917
NOTES:
SEE NOTE #4 ABOVE
FOR ANCHOR SPECS
SEE ATTACHED RETAIL FIXTURE SOLUTIONS DWG.
FOR STORAGE RACK ELEVATION
DESCRIPTION
RACK ELEVATIONS
GENERAL PROJECT NOTES
1. DESIGNED PER REQUIREMENTS OF THE 2015 IBC, ASCE 7-10 AND THE
2012 RMI RACK DESIGN MANUAL
2. SEISMIC CRITERIA Ss = 1.444, S1 = 0.538, Fa=1.00, Fv =1.50,
Ip = 1.0 (NO PUBLIC ACCESS), Sds = 0.963, Sd1 = 0.538, OCC. CATAG. II,
SITE CLASS D, SEISMIC DESIGN CLASS D
3. STORAGE CAPACITY: WIDE SPAN RACKS:
TYPE 03A-10 = 150# PER BEAM LEVEL TYP.
TYPE 05-10 - 24"D = 400# PER BEAM LEVEL TYP.
TYPE 05-10 - 48"D = 800# PER BEAM LEVEL TYP.
TYPE 07-10 - 24"D = 250# PER BEAM LEVEL TYP.
TYPE 07-10 - 48"D = 500# PER BEAM LEVEL TYP.
TYPE 08A-10 = 500# PER BEAM LEVEL TYP.
TYPE 11-10 = 150# PER BEAM LEVEL TYP.
4. ANCHORS HILTI KWIK BOLT TZ ESR# 1917 OR POWER SD2 ESR#2502,
AS USED IN CALCULATIONS OR ICC & ENGINEER APPROVED EQUAL.
3/8"0 x 2" MIN. EMBED.
(2) ANCHOR PER BASE U.O.N.
(4) ANCHOR PER BASE @ TYPE 3A-10
5. PERIODIC SPECIAL INSPECTION IS REQUIRED DURING ANCHOR INSTALLATION.
6. CONCRETE THICKNESS & COMPRESSIVE STRENGTH, 4" x 4000 PSI.
7. SOIL BEARING PRESSURE 1000 PSF @ GRADE OR BETTER
8. ALL BOLTS GR. 5 OR BETTER. INSTALL TO SNUG TIGHT FIT WITH ALL PLYS IN
FLAT CONTACT IF APPLICABLE.
9. ALL WELDING PERFORMED IN THE SHOP OF AN APPROVED FABRICATOR BY AWS
CERTIFIED WELDERS USING E70XX ELECTRODE OR BETTER. FIELD WELDS, IF
ANY, SHALL BE PROVIDED UNDER THE SUPERVISION OF A LICENSED DEPUTY INSPECTOR.
10. THE CLEAR SPACE BELOW SPRINKLERS SHALL BEA MIN. OF 18" BETWEEN
TOP OF THE STORAGE AND THE CEILING SPRINKLER DEFLECTOR.
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JUN 0 2 2017
DATE 05/26/2017
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TYPE SFS01-15B,SFS02-15B,SFS03-15B, TYPE AHB01-15
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2
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DESCRIPTION BRACING: HORIZ. & DIAG.
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STEEL YIELD ASTM A570, Fy=55,000 PSI USE @ ALL BRACE LOCATIONS TYP.
HORIZ.
BRACE
DIAG.
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ROW
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1 5/8"
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3
4
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17C-15B,TYPE SFS01-15B,SFS02-15B,SFS03-15B, TYPE AHB01-15 BEAM LOCATIONS TYP.
5
DESCRIPTION
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MATERIAL
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STEEL YIELD
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NOTES:
USE @ ALL BEAM TO COLUMN
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DESCRIPTION 3-1/2" BEAM
MATERIAL
STEEL YIELD ASTM A570, Fy=55,000 PSI
16 GAGE
DESCRIPTION HILTI KWIK BOLT TZ WEDGE ANCHOR
SIZE
31813 X 2" MIN. EMBED.
ESR#
1917
NOTES:
SEE NOTE #4 ABOVE
FOR ANCHOR SPECS
SEE ATTACHED RETAIL FIXTURE SOLUTIONS DWG.
FOR STORAGE RACK ELEVATION
2"
2 7/8"
1 516"
1 2"
(i)
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12"MIN.
n
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6
DESCRIPTION
ROW SPACER
MATERIAL
14 GA THICK
DESCRIPTION
RACK ELEVATIONS
STEEL YIELD
ASTM A570, Fy=55,000 PSI
GENERAL PROJECT NOTES
1. DESIGNED PER REQUIREMENTS OF THE 2015 IBC, ASCE 7-10 AND THE
2012 RMI RACK DESIGN MANUAL
2. SEISMIC CRITERIA Ss = 1.444, S1 = 0.538, Fa=1.00, Fv =1.50,
ip = 1.0 (NO PUBLIC ACCESS), Sds = 0.963, Sd1 = 0.538, OCC. CATAG. II,
SITE CLASS D, SEISMIC DESIGN CLASS D
3. STORAGE CAPACITY: LOZIER SELECTIVE:
TYPE 03-15B = 250# PER BEAM LEVEL TYP., NO LOAD @ TOP LEVEL
TYPE 06A -15B = 200# PER BEAM LEVEL TYP., NO LOAD @ TOP LEVEL
TYPE 06B -15B = 100# PER BEAM LEVEL TYP., NO LOAD @ TOP LEVEL.
TYPE 06C -15B = 150# PER BEAM LEVEL TYP., NO LOAD @ TOP LEVEL.
TYPE 06D -15B = 150# PER BEAM LEVEL TYP., NO LOAD @ TOP LEVEL.
TYPE 07B -15B = 175# PER BEAM LEVEL TYP., NO LOAD @ TOP LEVEL.
TYPE 09-15B = 1200# PER BEAM LEVEL TYP., NO LOAD @ TOP LEVEL.
TYPE 09A -15B = 1200# PER LEVEL TYP., NO LOAD @ TOP LEVEL.
TYPE 12 -15B -24"D = 200# PER BEAM LEVEL TYP., NO LOAD @ TOP LEVEL.
TYPE 12 -15B -48"D = 800# PER BEAM LEVEL TYP., NO LOAD @ TOP LEVEL.
TYPE 17B -15B = 350# PER BEAM LEVEL TYP., NO LOAD @ TOP LEVEL.
TYPE 17C -15B = 800# PER BEAM LEVEL TYP., NO LOAD @ TOP LEVEL.
TYPE SFS01-15B = 500# PER LEVEL TYP., NO LOAD @ TOP LEVEL.
TYPE SFS02-15B = 600# PER LEVEL TYP., NO LOAD @ TOP LEVEL.
TYPE SFS03-15B = 500# PER LEVEL TYP., NO LOAD @ TOP LEVEL.
TYPE AHB01-15 = 800# PER LEVEL TYP.
4. ANCHORS HILTI KWIK BOLT TZ ESR# 1917 OR POWER SD2 ESR#2502,
AS USED IN CALCULATIONS OR ICC & ENGINEER APPROVED EQUAL.
3/8110 x 2" MIN. EMBED.
(2) ANCHOR PER BASEPLATE.
5. PERIODIC SPECIAL INSPECTION IS REQUIRED DURING ANCHOR INSTALLATION.
6. CONCRETE THICKNESS & COMPRESSIVE STRENGTH, 4" x 4000 PSI.
7. SOIL BEARING PRESSURE 1000 PSF @ GRADE OR BETTER
8. ALL BOLTS GR. 5 OR BETTER. INSTALL TO SNUG TIGHT FIT WITH ALL PLYS
IN FLAT CONTACT IF APPLICABLE.
9. ALL WELDING PERFORMED IN THE SHOP OF AN APPROVED FABRICATOR BY AWS
CERTIFIED WELDERS USING E70XX ELECTRODE OR BETTER. FIELD WELDS, IF
ANY, SHALL BE PROVIDED UNDER THE SUPERVISION OF A LICENSED DEPUTY INSPECTOR.
10. THE CLEAR SPACE BELOW SPRINKLERS SHALL BE A MIN. OF 18" BETWEEN
TOP OF THE STORAGE AND THE CEILING SPRINKLER DEFLECTOR.
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REVIEWED FOR
CODE COMPLIANCE
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JUN 19 2017
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THIS PLAN IS BASED ON DSO FIXTURE
PLAN DATED FEBRUARY 25, 2017
Design ere construcllon docoierts
as fia'rualenls al Service are oiven
In confidence and remen the properly
or Ilerschman Arch:teols Tne use
of MIS dos;on and those construction
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Arehltoc:s, Incorporated.
Date IISSUe
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Drawn By:
Project NO:
REVIEWED FOR
CODE COMPLIANCE
APPROVED
JUN 19 2011
City of Tutwit
BUILDING DIVISION
RECEIVED
CITY OF TUKWILA
JUN 052017
PERMIT CENTER
HERSCHMAN
ARCHITECTS
INCORPORATED
25D01 EMERY I1OA0, SLFIE 400
CLEVELAND, 011 441211
EL 12161 223-3200
FAX 12101 223-3210
vmvcherschlnanarohlect ..cam
ARCI-ITECTURAL
EGRESS PLAN
d
I EXPIRES 10/25/ 2011
7
Jul 0 2 2017