HomeMy WebLinkAboutPermit D16-0077 - A-AMERICA - STORAGE RACKSA -AMERICA
18200 OLI'MPIC AVE S
D16-0077
Parcel No:
Address:
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.eov
DEVELOPMENT PERMIT
7888900162 Permit Number: D16-0077
18200 OLYMPIC AVE S
Project Name: A -AMERICA
Issue Date: 9/21/2016
Permit Expires On: 3/20/2017
Owner:
Name:
Address:
Contact Person:
Name:
Address:
Contractor:
Name:
Address:
License No:
Lender:
Name:
Address:
CPF KENT VALLEY LLC
100 WILSHIRE BLVD #700 , SANTA
MONICA, WA, 90401
DAVID NORRIS
3500 W VALLEY HWY N - SUITE 8102 ,
AUBURN, WA, 98001
RAYMOND HANDLING CONCEPTS
CORP
4140 BOYCE RD , FREMONT, CA, 94538
RAYMOHC034KB
RAYMOND HANDLING CONCEPTS
CORP
4140 BOYCE RD , FREMONT, CA, 94538
Phone: (206) 465-6208
Phone: (253) 333-2109
Expiration Date: 10/5/2017
DESCRIPTION OF WORK:
HIGH PILE STORAGE RACK INSTALLATION FOR ADDITIONA INVENTORY AND DEADSTOCK
Project Valuation: $16,000.00
Type of Fire Protection:
Sprinklers: YES
Fire Alarm: YES
Type of Construction: IIIB
Electrical Service Provided by: TUKWILA
Fees Collected: $691.14
Occupancy per IBC: S-1
Water District: 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: Volumes: Cut: 0 Fill: 0
Landscape Irrigation:
Sanitary Side Sewer: Number: 0
Sewer Main Extension:
Storm Drainage:
Street Use:
Water Main Extension:
Water Meter: No
Le
ICO
Permit Center Authorized Signature: ILe Date: " !�
1 hearby certify that I have read and examined this permit and know the same to be true and correct. All
provisions of law and ordinances governing this work will be complied with, whether specified herein or not.
The granting of this permit does not presume to give authority to violate or cancel the provisions of any other
state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this
development permit and agree to the conditions attached to this permit.
Signature:
Print Name:
/\{ CA) ) )11 r -s,
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.
Date: 1 2 H �D
PERMIT CONDITIONS:
1: ***BUILDING PERMIT CONDITIONS***
2: Work shall be installed in accordance with the approved construction documents, and any changes made
during construction that are not in accordance with the approved construction documents shall be
resubmitted for approval.
3: All permits, inspection record card and approved construction documents shall be kept at the site of work
and shall be open to inspection by the Building Inspector until final inspection approval is granted.
4: When special inspection is required, either the owner or the registered design professional in responsible
charge, shall employ a special inspection agency and notify the Building Official of the appointment prior to
the first building inspection. The special inspector shall furnish inspection reports to the Building Official in
a timely manner.
5: A final report documenting required special inspections and correction of any discrepancies noted in the
inspections shall be submitted to the Building Official. The final inspection report shall be prepared by the
approved special inspection agency and shall be submitted to the Building Official prior to and as a
condition of final inspection approval.
6: All construction shall be done in conformance with the Washington State Building Code and the
Washington State Energy Code.
7: 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.
8: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an
approval of, any violation of any of the provisions of the building code or of any other ordinances of the City
of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other
ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction
documents and other data shall not prevent the Building Official from requiring the correction of errors in
the construction documents and other data.
9: There shall be no occupancy of a building until final inspection has been completed and approved by
Tukwila building inspector. No exception.
12: 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)
10: 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)
11: 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)
13: Maintain fire extinguisher coverage throughout.
15: Sprinklers shall be installed under fixed obstructions over 4 feet (1.2 m) wide. (NFPA 13-8.6.5.3.3)
14: All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department
review and approval of drawings prior to installation or modification. New sprinkler systems and all
modifications to sprinkler systems involving more than 50 heads shall have the written approval of Factory
Mutual or any fire protection engineer licensed by the State of Washington and approved by the Fire
Marshal prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence
without approved drawings. (City Ordinance No. 2436).
18: Maintain fire alarm system audible/visual notification. Addition/relocation of walls or partitions may
require relocation and/or addition of audible/visual notification devices. (City Ordinance #2437)
17: All new fire alarm systems or modifications to existing systems shall have the written approval of The
Tukwila Fire Prevention Bureau. No work shall commence until a fire department permit has been
obtained. (City Ordinance #2437) (IFC 901.2)
19: 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)
20: 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)
21: 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)
22: Flue spaces shall be provided in accordance with International Fire Code Table 3208.3. Required flue
spaces shall be maintained.
16: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances
#2436 and #2437)
23: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply
approval of such condition or violation.
24: 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. t'• CA
Project No. lgelk
Date Application Accepted: Date Application Expires: V/ 1
ce
(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.: 7888900162
18200 Olympic Ave. S., Tukwila, WA 98188 Suite Number: Floor: 1
Tenant Name: A -America
PROPERTY OWNER
Name: David Norris
Name: CPF Kent Valley LLC
City: Auburn State: WA Zip: 98001
Address: 18260 Olympic Ave. S.
Email: dnorris@raymondhandling.com
City: Tukwila State: WA
Zip: 98188
CONTACT PERSON — person receiving all project
communication
Name: David Norris
Address: 3500 West Valley Highway North Suite B-1(
City: Auburn State: WA Zip: 98001
Phone: (206) 465-6208 Fax:
Email: dnorris@raymondhandling.com
GENERAL CONTRACTOR INFORMATION
Company Name: Raymond Handling Concepts
Address: 3500 West Valley Highway North
City: Auburn State: WA Zip: 98001
Phone: (888) 820-8811 Fax:
Contr Reg No.: 601785727 Exp Date: 12/15/2016
Tukwila Business License No.: BUS -0993198
H:Wpplications\Forms-Applications On Line \2011 Applications'Pem»t Application Revised - 8-9-11.docx
Revised: August 2011
bh
New Tenant: ❑ Yes IZ ..No
ARCHITECT OF RECORD
Company Name: Structural Concepts Engineering
Engineer Name: Ali Abolhassani
Company Name: N/A
Cin': La Verne State: CA Zip: 91750
Phone: (909) 596-1350 Fax:
Architect Name:
Address:
City:
State:
Zip:
Phone:
Fax:
Email:
ENGINEER OF RECORD
Company Name: Structural Concepts Engineering
Engineer Name: Ali Abolhassani
Address: 1815 Wright Ave.
Cin': La Verne State: CA Zip: 91750
Phone: (909) 596-1350 Fax:
Email: Melissa <reception@sceinc.net>
LENDER/BOND ISSUED (required for projects $5,000 or
greater per RCWrr19.27.095)
2 i j j / /
Name: N/ ,1 Icy,,,,, ,!' !. d l J5 <Colt2 sr
Address: 300 I i G!C 1-4_,,, L<
l
City: /J ( Sfate: 441.. Zip,,
Page 1 of 4
BUILDING PERMIT INFORMATION- 206-431-3670
Valuation of Project (contractor's bid price): $ 16,000 Existing Building Valuation: $ 5,907,800
Describe the scope of work (please provide detailed information):
High Pile Storage Pallet Rack Installation for additional inventory and deadstock
Will there be new rack storage? m Yes
❑.. No If yes, a separate permit and plan submittal will be required.
Provide All Building Areas in Square Footage Below
PLANNING DIVISION:
Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches)
*For an Accessory dwelling, provide the following:
Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling:
*Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence.
Number of Parking Stalls Provided: Standard: Compact: Handicap:
Will there be a change in use? D Yes El No If "yes", explain:
FIRE PROTECTION/HAZARDOUS MATERIALS:
VI Sprinklers Z 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 Worms -Applications On Line \2011 Applications\Pcrmit Application Revised - 8-9-11.docac
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
In Floor
203,000
III -B
S-1
2"' Floor
3'l 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? D Yes El No If "yes", explain:
FIRE PROTECTION/HAZARDOUS MATERIALS:
VI Sprinklers Z 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 Worms -Applications On Line \2011 Applications\Pcrmit Application Revised - 8-9-11.docac
Revised: August 2011
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Page 2 of 4
PERMIT APPLICATION NOTES —
Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject
to possible revision by the Permit Center to comply with current fee schedules.
Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation.
The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be
requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition).
I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER
PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT.
BUILDING 0 R OltA DAGENT:
Signature: �N
Print Name: David Norris
Mailing Address: 3500 West Valley Highway North, B102
H:\Applications'Fonns-Applications On Line \2011 Applications\Permit Application Revised - 8-9-11.docx
Revised: August 2011
bh
Date: 03/11/2016
Day Telephone: (206) 465-6208
Auburn WA 98001
City State Zip
Page 4 of 4
Cash Register Receipt
City of Tukwila
DESCRIPTIONS
1 ACCOUNT 1 QUANTITY
PermitTRAK
I PAID
$287.24
D16-0077 Address: 18200 OLYMPIC AVE S Apn: 7888900162
$287.24
DEVELOPMENT
$267.04
PLAN CHECK FEE
R000.345.830.00.00
0.00
$262.54
WASHINGTON STATE SURCHARGE
B640.237.114
0.00
$4.50
TECHNOLOGY FEE
$20.20
TECHNOLOGY FEE
TOTAL FEES PAID BY RECEIPT: R8429
R000.322.900.04.00 0.00
$20.20
$287.24
Date Paid: Tuesday, May 10, 2016
Paid By: RAYMOND HANDLING CONCEPTS CORP
Pay Method: CHECK 241920
Printed: Tuesday, May 10, 2016 11:25 AM 1 of 1
OTSYSTEM5
Cash Register Receipt
City of Tukwila
DESCRIPTIONS
ACCOUNT QUANTITY PAID
PermitTRAK
$403.90
D16-0077 Address: 18200 OLYMPIC AVE S Apn: 7888900162
$403.90
DEVELOPMENT
$403.90
PERMIT FEE
TOTAL FEES PAID BY RECEIPT: R7992
R000.322.100.00.00
0.00
$403.90
$403.90
Date Paid: Tuesday, March 22, 2016
Paid By: RAYMOND HANDLING
Pay Method: CHECK 240108
Printed: Tuesday, March 22, 2016 12:41 PM 1 of 1
CirifWSYSTEMs
INSPECTION RECORD
Retain a copy with permit
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
bke-our7
ProAct:
/
14i 6r iCii+
Typ. f Inspection:
e 1 t Llli Are,-ArA
e_
Address:
/920o of inoc
Date Ta led:
Special Instructions:
Date Wanted: 24
/`
l��
ap m:
•
Requester:
Phone No:
Approved per applicable codes. Corrections required prior to approval.
COMMENTS:
016 70 F/A%k
2-9/6
REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be
paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection.
Date:
INSPECTION RECORD
Retain a copy with permit
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
Project:
A- Amerc4
Type of Inspection:
ail £;t)l - .f i—
Address:_
/B2c oL /i' it c
-S
Called:
Special Instructions:
Date Wanted:l�% 9�
/ /
Requester:. ((
Phone No:
Approved per applicable codes.
Corrections required prior to approval.
COMMENTS:
�(Oo /-mss
_AS(196Z3nal
Inspector:
5 Avid
Date:
ze
REINSPECTION FEE REQUIRED. Prior to next ins• ction. fee must be
paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection.
d
INSPECTION RECORD
Retain a copy with permit
INSP CTION NO. PERMIT NO.
CITY OF TUKWILA BUILDING DIVISION
(206) 431-3670
'6 - 00 77
6300 Southcenter Blvd., #100, Tukwila. WA 98188
Permit Inspection Request Line (206) 438-9350
Project
/-I - /1-7146e/CA
T je of Inspection:
l )LbiAk f ...;;i:41.-
Address:
/& co C'LYr P/C AvV S
Date Called:
Special Instructions:
Date Wavle .
U _N
7
m.
t
Request/
Phone No:
DApproved per applicable codes.
Corrections required prior to approval.
COMMENTS:
z
vac pre ►b ,- A-0400/41—
REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be
paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection.
INSPECTION NUMBER
INSPECTION RECORD
Retain a copy with permit
D/e6 - 0077
PERMIT NUMBERS
CITY OF TUKWILA FIRE DEPARTMENT
206-575-4407
Project:
/�
In -
Sprinklers:
Fire Alarm:
Type of I , spection:
teke.
Addres: 7 y 200
Suite #:
p/ yf,
c five c
Contact Person:
Special Instructions:
Phone No.:
Approved per applicable codes.
Corrections required prior to approval.
COMMENTS:
— 0
st-L—
Needs Shift Inspection:
Sprinklers:
Fire Alarm:
Hood & Duct:
Monitor:
Pre -Fire:
Permits:
Occupancy Type:
Inspector: R77,4, 2_
Date: I/aC/ /6
Hrs.: 1
$100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from
the City of Tukwila Finance Department. Call to schedule a reinspection.
Billing Address
Attn:
Company Name:
Address:
City:
State:
Zip:
Word/Inspection Record Form.Doc
3/14/14
T.F.D. Form F.P. 113
Fireproofing
Aggregates
Shotcrete
Concrete
Masonry
Asphalt
Roofing
P iling
S t e el
S oils
Wood
September 23, 2016
File No. 16-361
Building Official
City of Tukwila Building Department
6300 Southcenter Blvd.
Tukwila, WA 98188
Project:
Address:
Permit:
A America
18200 Olympic Ave. S.
D16 0077
A.A.R. TESTING
LABORATORY, INC.
CONSTRUCTION INSPECTION AND MATERIAL TESTING
NATIONALLY ACCEPTED LABORATORY
This is to advise you that special inspections are completed on the above
referenced project. The following inspection was required and copies of our
inspection reports are attached.
1. Proprietary anchor installation
To the best of our knowledge all work inspected conformed to Tukwila Building
Department approved plans, specifications, IBC and related codes and/or
verbal or written instructions from the Engineer of Record.
Sincerely,
A.A.R. TESTING LABORATORY, INC.
,64
Kimberle Anderson
President
CC: Raymond Handling Concepts -David Norris
RECEIVED
CITY OF TIUKWILA
SEP 23 2016
PERMIT CENTER
Tel: (425) 881-5812 Fax (425) 881-5441 • 7126 180th Ave. NE • P.Q. Box 2523 • Redmond, WA 98073
Field Report
Report #: 66262
A.A.R. Testing Laboratory, Inc. 7126 980th Ave.N.E., Park 180, Suite C101, Redmond, WA 98052
Phone 425.881.5812 Fax 425.881.5441
Client: Raymond Handling Concepts
3500 VV. Valley Hwy. N, #101
Aubum, WA. 98001
Contact: David Norris
Project Number: 16.361
Permit #: D16-0077
Project Name: A America
Address: 18200 Olympic Ave. S.
Inspection Performed: Proprietary Anchors
Date: 6/23/2016
Time:
Temperature:
Verified anchors to be Hilti KB -TZ, 1/2" x 5 1/2". Verified minimum embedment of 3 1/4". Torque
was tested with calibrated wrench #132C and was found meeting the 40 ft. Ib. requirement.
All work was completed in conformance with approved plans and calculations, manufacturer's
recommendations and ESR #1917. All warehouse racking anchors on plan stamped March 1,
2016 were inspected at this time.
RECEIVED
CITY OF TUKWILA
SEP 2 3 2016
PERMIT CENTER
Distribution:
7/, Distribute Client Distribute Contractor
Distribute Engineer `] Distribute Owner
Distribute Municipality [] Distribute Other
r' Distribute Architect [] Distribute Other
Inspector: Chandler, Loren
Reviewed by: Michele Guerrini
All reports are considered confidential and are the property of the client and A.A.R. Testing Laboratory, Inc.
Reproduction except in full without the written consent of A.A.R. Testing is strictly forbidden
Field Report
Report #: 66452
A.A.R. Testing Laboratory, Inc. 7126 180th Ave.N.E., Park 180, Suite C101, Redmond, WA 98052
Phone 425.881.5812 Fax 425.881.5441
Client:
Raymond Handling Concepts
3500 W. Valley Hwy. N, #101
Aubum, WA. 98001
Contact: David Norris
Project Number: 16-361
Permit #: D16-0077
Project Name: A America
Address: 18200 Olympic Ave. S.
Inspection Performed: Proprietary Anchors
Date: 5/24/2016
Time:
Temperature:
Verified anchors to be Hilti KB -TZ 1/2° x 5 1/2". Racking was loaded at this time, exterior anchors
were inspected, inner anchors were enable to be reached. Dave with Raymond handling was
contacted. AAR to return for inspection of remaining anchorage at date scheduled by contractor.
RECEIVED
CITY OF TU KWILA
SEP 23 2016
PERMIT CENTER
Distribution:
[I Distribute Client ❑ Distribute Contractor
❑ Distribute Engineer ❑ Distribute Owner
f Distribute Municipality ❑ Distribute Other
C Distribute Architect ❑ Distribute Other
Inspector: Chandler, Loren
Reviewed by: Michele Guerrini
All reports are considered confidential and are the property of the client and A.A.R. Testing Laboratory, Inc.
Reproduction except in full without the written consent of A.A.R. Testing is strictly forbidden
Fire Sprinklers :101)
WA CL#FIRESI"9S1RJ
1524 45th Street E, Suite 102, Sumner, WA 98390.253-826-0099 • Fax 253-826-1033 • www.firesprinklersinc.com
Friday, July 15, 2016
Raymond Handling Concepts Corporation
Attn: David Norris
3500 West Valley Hwy N, Suite 101
Auburn, WA 98001
Re: A -AMERICA
18200 Olympic Ave S.
Tukwila, WA 98188
Mr. Norris,
REVIEWED FOR_.
CODE COMPLIANCE
APPROVED
SEP 13 2016
City 4f `tukwi1a
BUILDING tiIVISION
Based on my inspection of the existing fire sprinkler system I determined that the existing fire
sprinkler system resembles a typical Washington Survey and Rating Bureau (WSRB) sprinkler
system. The identifying WSRB characteristics seen were 8" looped mains, oversized riser
nipples, and large orifice sprinklers. With this information I conclude that the existing fire
sprinkler system has a design density of .395 gpm with a remote area of 5,600 square feet
(.395/5,600).
As the plans dictate, the proposed storage arrangements are Multiple -Row Racks which exceed
16' in depth with a storage height over 12' up to and including 15' and a Double Row Rack
consisting of (2) Single Row Back -to -Back Racks not exceeding 12' in depth and a storage height
over 12' up to and including 20' with a 12" longitudinal flue space.
Additionally, the commodity stored in racks is on wood pallets, non -encapsulated, cartoned,
unassembled wood product consisting of various wood compositions i.e. pressboards
(fiberboard), wood and plywood's. Expanded plastic protective inserts are located in the corners
of the cartoned unassembled wood product commodity. The amount of expanded plastics present
consist of less than 1% by weight and less than 10% by volume therefore it is allowed to be
recognized by IFC as a Class II commodity.
NFPA #13 2013 Edition, Table 16.2.1.3.3.2 dictates that a Multiple -Row Rack which has a depth
exceeding 16' and a storage height of 12' up to and including 15' in height, with a non -
encapsulated Class II commodity (unassembled wood product) shall be protected per Figure
16.2.1.3.2(b) Curve J (ordinary temperature sprinklers) requiring a 0.420 density over a 3,000
square foot remote area (0.420/3,000) requiring no in -rack sprinklers. Applying Figure
16.2.1.3.4.1 the design density shall be adjusted by 60% for 15' top of stored commodity.
Therefore, the required density will be RECEIVED
0.420 x 60% = 0.252 gpm. CITY OF TUKWILA
CORRECTION (tr
DO�+/�LTR# D
JUL 18 2016
PERMIT CENTER
Call FSI for all of your Fire Sprinkler Installation, Service, Inspection and Design ne s.
NFPA #13 2013 Edition, Table 16.2.1.3.2 dictates that a Double -Row Rack with a storage height
of 12' up to and including 20' in height and aisles greater than 8' per 16.2.1.3.2.1(B) with a non -
encapsulated Class II commodity (unassembled wood product) shall be protected per Figure
16.2.1.3.2(b) Curve F (ordinary temperature sprinklers) requiring a 0.330 density over a 3,000
square foot remote area (0.330/3,000) requiring no in -rack sprinklers. Applying Figure
16.2.1.3.4.1 the design density shall be adjusted by 60% for 15' top of stored commodity.
Therefore, the required density will be
0.330 x 60% = 0.198 gpm.
In conclusion, the planned storage of a class II non -encapsulated cartoned commodity
(unassembled wood product) in the proposed Multi -Row Racks with a storage height of 15' or
less and the Double Row Rack consisting of (2) Single Row Back -to -Back Racks not exceeding a
storage height greater than 20' will not require modifications.
Sincerely,
Mutt .Mowtioon
Brett Morrison
President
Call FSI for all of your Fire Sprinkler Installation, Service, Inspection and Design needs.
v
FILM
August 31, 2016
Ms. Nicole Callais
Operations Manager
A -America
18255 Segale Park Drive B
Tukwila, WA 98188
RE: High -Piled Storage Evaluation —Tukwil
Fire Protection System Analysis
18200 Olympic Ave S, Tukwila, WA 98
Dear Ms. Callais:
REVIEWED FOR
CODE COMPLIANCE
APPROVED
SEP 13 2016
EWasof Tukwila
BUILDING DIVISION
JENSEN HUGHES
Advancing the Science of Safety
RECEIVED
CITY OF TUKWILA
SEP 012016
PERMIT CENTER
JENSEN HUGHES has been retained to evaluate concerns expressed by the City of Tukwila Fire
Department as to whether the current method of fire sprinkler protection at the A -America storage
warehouse is code compliant. The building has rack storage throughout, arranged in both a Double Row
and a Multiple Row configurations. The concern is that the storage arrangement may need additional
fire sprinkler protection given the height and combustibility of commodities being stored at the facility.
A previously completed analysis was performed on the sprinkler system at the facility, and JENSEN
HUGHES was asked to provide a more comprehensive overview of the fire sprinkler system and to
determine what system modifications, if necessary, are required to bring the sprinkler system up to
code. We utilized the following codes in the analysis of the system:
• International Fire Code (IFC), editions 2015 and 2012 as adopted by the State of Washington and
amended by the City of Tukwila
• NFPA 13, Standard for the installation of Sprinkler Systems, 2016 edition
ASSUMPTIONS
The first step for this analysis is to determine what commodity classification the IFC considers the
product being stored in the warehouse. Per discussions with A -America, the product at the facility
consists of wood dining room and bedroom furniture, which also contains small amounts of foam
padding (to prevent movement within the packaging), stored in cardboard boxes. From this description,
and applying Section 3203.4 of the IFC, we can ascertain that the stored product is of a Class III
commodity classification. NFPA 13 Table A.5.6.3.3 concurs with the IFC as to the classification of this
stored product.
Other parameters were also considered in the analysis. This information was culled from a variety of
sources, including City of Tukwila Fire Department, A -America personnel and submitted documentation.
We based our analysis on the following:
• From discussions with the City of Tukwila Fire Department, the existing WSRB sprinkler system
was designed with a design density of 0.39 gpm/ft2 over a design area of 5,600 ft2.
• The existing building has a ceiling height of 28' — 4".
• The Multiple Row Rack storage areas:
o Top of Storage (TOS) height of 13' — 4"
CORRECTION
LTR# 2
D14- 0o11
0: +1 720-441-6608
4445 Northpark Dr.1 Suite 204
Colorado Springs, CO 80907 USA
jensenhughes.com
A -AMERICA HIGH -PILED STORAGE FIRE PROTECTION ANALYSIS PAGE 2 OF 4
o Rack depth of 19' — 2"
o Aisle width of 10'
• Double Row Rack storage areas:
o Top of Storage (TOS) height of 16' — 5"
o Rack depth of 9' — 1"
o Aisle width of 10'
• Storage arrangement that consists of wood pallets on wire mesh shelves on racks.
Multiple Row Rack Analysis
Using the information above to determine if the existing ceiling sprinkler system is adequate for
protection of this rack configuration we apply Table 16.2.1.3.3.2 of NFPA 13, "Multiple -Row Rack — Rack
Depth Over 16 ft or Aisles More Narrow Than 8 ft". Using a storage height of 13' — 4" and since the
product is not encapsulated, we use Figure 16.2.1.3.2(c), curves land J to determine what the ceiling
sprinkler system should be designed to in order to adequately protect the multiple row racks in the
facility.
In addition, per Table 16.2.1.3.3.2, we are allowed to provide a reduced ceiling sprinkler density, per
Figure 16.2.1.3.4.1. This Table allows for the required ceiling sprinkler design density to be 60% of that
required in Figure 16.2.1.3.2(c) as the storage height is below 15 ft.
Per Table 16.2.1.3.2(c) curves I and 1, the ceiling system must be designed to one of the following
protection scenarios for the multiple row rack areas:
• Curve I: If the existing ceiling system has High Temperature sprinklers installed, the ceiling
sprinkler density should be, at a minimum, 0.282 gpm/ft2 over a design area of 2,000 ftZ. The
design density if 60% of that required by the Figure (0.47*0.6 = 0.282).
• Curve J: If the existing ceiling system has Ordinary Temperature sprinklers installed, the ceiling
sprinkler density should be between, 0.282 gpm/ft2 over a design area of 3,000 Wand 0.312
gpm/ft2 over a design area of 2,000 ftZ. The design densities noted are 60% per that required by
the Figure.
Double Row Rack Analysis
Using the information for the double row rack arrangement, we follow the same methodology by
applying Table 16.2.1.3.2 of NFPA 13, "Single- or Double -Row Racks — Storage Height Over 12 ft Up to
and including 25 ft". Using a storage height of 16' — 5", non -encapsulated product, and an aisle width of
8 ft, we can apply Figure 16.2.1.3.2(c), curves E and F to determine what the ceiling sprinkler system
should be designed to. Curves G and H are eliminated from consideration as our aisle widths are greater
than 8 ft.
In addition, per Table 16.2.1.3.3.2, we are allowed to provide a reduced ceiling sprinkler density, per
Figure 16.2.1.3.4.1. This Table allows for the required ceiling sprinkler design density to be 65% of that
required in Figure 16.2.1.3.2(c) as the storage height is 16'-5".
Per Table 16.2.1.3.2(c) curves E and F, the ceiling system must be designed to one of the following
protection scenarios for the double row rack area:
• Curve E: If the existing ceiling system has High Temperature sprinklers installed, the ceiling
sprinkler density should be between, 0.21 gpm/ft2 over a design area of 3,000 ft2 and 0.24
JENSEN HUGHES
A -AMERICA HIGH -PILED STORAGE FIRE PROTECTION ANALYSIS PAGE 3 OF 4
gpm/ft2 over a design area of 2,000 ftZ. The design densities noted are 65% per that required by
the Figure.
• Curve F: If the existing ceiling system has Ordinary Temperature sprinklers installed, the ceiling
sprinkler density should be between, 0.25 gpm/ft2 over a design area of 3,000 Wand 0.27
gpm/ft2 over a design area of 2,000 ft2. The design densities noted are 65% per that required by
the Figure.
Summary of Findings
We compared the existing fire sprinkler system design to what is required by both the Multiple Row and
Double Row rack scenarios. To do this we utilized the design curve from the 2002 edition of NFPA 13,
Figure 12.3.2.1.2(c). The reason for using this table is that although the figure from the 2016 edition of
NFPA 13 is the same, the 2002 edition has an expanded graph of sprinkler design curves needed in this
analysis.
6.1
6000
0 5000
0
4000
c
o.
c 3000
c2000
CA
7
1000
8.2
A BC
Ceiling sprinkler density (mm/min)Existing Geirmg System
10.2 12.2 14.3 16.3 3 20.4
1 � Mr,
D E
FG
•
'1111111•1111•11111MMINIUMIL
%
11111111111111111111111MLIMIMISAIMMINIMr
UM IIIIIIIIIIMMII 11111111111M 1111111111110.'
1•111AMEN IN 'w
lips1111111111MMINIIMMI
Curve F. 65%
reduction Double Row •
11..1 .1" Li
Curve J. 60% reduction
Multiple Row
\lam �1\��n
iKVo
557
E
c
465 0
0.0
372 Q,
c
c
279
"8
186
Singe point
design only
1 1 t 1 93
0.15 117.20 0.25 0.30 0.35 0.40 0.45 0.50
Curve E, 65% Ceilin sprinkler density (gpm/ft2)
Curve), 60% reduction
Multiple Row
FIGURE 12.3.2.1.2(c) Sprinkler System Design Curves — 20 -ft (6.1-m) 1 -
Class III Nonencapsulated Commodities — Conventional Pallets.
reduction Double Row
From the figures above we can clearly identify that the existing system was designed in such a manner
that it can supply a more than adequate amount of fire protection to both rack scenarios throughout the
facility.
JENSEN HUGHES
A -AMERICA HIGH -PILED STORAGE FIRE PROTECTION ANALYSIS PAGE 4 OF 4
This analysis is based on storage heights provided to us by the Owner. They have indicated that
although the rack structures in place can handle more storage height in the facility, they would like to
have the system reviewed before considering more shelving. Any future rack storage additions should
be reviewed by a sprinkler contractor and designed accordingly.
JENSEN HUGHES appreciates the opportunity to be of assistance. If you have any questions please
contact me directly at 720.441.6620.
Sincerely,
JENSEN HUGHES
Carl W. Chappell
Senior Fire Protection Engineer
JENSEN HUGHES
structural
Concepts
Engineerin
REVIEWED FOR
.CODE COMPLIANCE
.0". APPROVED
SEP 13 2016
'City of Tukwila
BUILDING DIVISION
—1:77-67777-1me •
Project Number
Dote
Street Address
City/State
Scope of Work
FILO
1815 Wright Ave
La Verne, Ga. 91750
Tel: 909-596-1350 Fax: 909-5900-7186
ECEIVED
CITY OF TUKWILA
MAR 2 2 2016
PERMIT CENTER
: A AMERICA OFFSITE
Q-022516-8LV
: 02/29/10
: 18200 OLYMPIC AVE S.
: TUKWILLA, WA 98188
: STORAGE RACK
EXPIRES 1C/ • Z S •) �-;
f'AR 0 1 2016
Str tural
oncepts
Engineering
1200 N. Jefferson Ste. Ste F Anaheim. CA 92807 Tel: 714.632.7330 Fax: 714.632.7763
By: BOB
Project: A AMERICA OFFSITE Project #: Q-022516-8LV
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
TYPE I SELECT -AMERICA Page 2 of
tY
2/27/20 16
Sttura)
rIoncepts
_4 r ngineering
1200 N. Jefferson Ste. Ste F Anaheim. CA 92807 Tel: 714.632.7330 Fax: 714.632.7763
By: BOB Project: A AMERICA OFFSITE Project #: Q-022516-8LV
Design Data
1) The analyses herein conforms to the requirements of the:
2012 IBC Section 2209
2013 CBC Section 2209A
ANSI MH 16.1-2012 Specifications for the Design of Industrial Steel Storage Racks '2012 RMI Rack Design Manual"
ASCE 7-10, 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 AWS 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 5" thick with minimum 2500 psi compressive strength. Allowable Soil bearing capacity is 750 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
Frame
Height
A
Beam
r
Product
Beam
Spacing
Beam
Length
Front View: Down Aisle
(Longitudinal) Frame
Column
Beam to Column
Connector
Base Plate and
Anchors
Panel
Height
Frame
Depth
Section A: Cross Aisle
(Transverse) Frame
Horizontal
Brace
Diagonal
Brace
TYPE 1 SELECT -AMERICA
Page 3 of / 2/27/2016
Structural
Concepts
Gn •ineerin
p. 9 g
1200 N. Jeffer
2.7330 Fax: 714.632.7763
By: BOB Project: A AMERICA OFFSITE
Project#: Q-022516-8LV
Configuration & Summary: TYPE 1 SELECTIVE RACK
282"
79^
79"
10"
106"
282'
18"
42"
i,
42"
42"
42"
42"
42"
48" —�
**RACK COLUMN REACTIONS
ASD LOADS
AXIAL DL= 105 /b
AXIAL LL= 2,100 /b
SEISMIC AXIAL Ps=+/- 2,446 /b
BASE MOMENT= 0 in -lb
Seismic Criteria
# Bm Lvls
Frame Depth
Frame Height
# Diagonals
Beam Length
Frame Type
Ss=1.458, Fa=1
3
48 in
282.0 in
7
106 in
Single Row
Component
Description
STRESS
Column
Fy=55 ksi
Hannibal IF3014-3x3x14ga
P=1470 Ib, M=10418 in -Ib
0.35 -OK
Column & Backer
None
None
None
N/A
Beam
Fy=55 ksi
HMH 41140/4.125" Face x 0.075" thk
Lu=106 in
Capacity: 5389 Ib/pr
0.26 -OK
Beam Connector
Fy=55 ksi
Lvl 1: 3 pin OK Mconn=6504 in -Ib
Mcap=12691 in -Ib
0.51 -OK
Brace -Horizontal
Fy=55 ksi
_
Hannibal 1-1/2x1-1/2x16ga
0.12 -OK
Brace -Diagonal
Fy=55 ksi
Hannibal 1-1/2x1-1/2x16ga
0.13 -OK
Base Plate
Fy=36 ksi
8x5x3/8 Fixity= 0 in -Ib
0.38 -OK
Anchor
2 per Base
0.5" x 3.25" Embed HILTI KWIKBOLT TZ ESR 1917 Inspection Reqd (Net Seismic Uplift=1380 Ib)
0.35 -OK
Slab & Soil
5" thk x 2500 psi slab on grade. 750 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 1,400 Ib 10.0 in 42.0 in 28 Ib 21 Ib 2,205 Ib 1,918 "# 4,792 "# 3 pin OK
2
3
1,400 Ib
79.0 in
1,400 Ib 79.0 in
42.0 in
42.0 in
42.0 in
42.0 in
42.0 in
18.0 in
245 Ib
183 Ib
1,470 Ib
10,418 "# 6,504 "#
3 pin OK
463 Ib 345 Ib 735 Ib 6,810 "# 2,857 "# 3 pin OK
** Load defined as product weight per pair of beams
Notes
Total: 735 Ib 548 Ib
TYPE I SELECT -AMERICA
Page `Y of `y 2/27/2016
S tr tural
I oncepts
rngineering
1200 N. Jefferson Ste. Ste F Anaheim. CA 92807 Tel: 714.632.7330 Fax: 714.632.7763
By: BOB Project: A AMERICA OFFSITE
Seismic Forces Configuration: TYPE 1 SELECTIVE RACK
Project #: Q-022516-8LV
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
= 0.2430
Cs2= 0.044*Sds
= 0.0428
Cs3= 0.5*S1/R
= 0.0680
Cs -max= 0.2430
Base Shear Coeff=Cs= 0.2430
Level
1
2
3
PRODUCT LOAD P
1,400 Ib
1,400 Ib
1,400 Ib
Cs -max * Ip=
Vmin=
Eff Base Shear=Cs=
Ws=
P*0.67*PRF1
938 Ib
938 Ib
938 Ib
0.2430
0.015
0.2430
(0.67*PLRF1
3,024 Ib
vt
Tran verse Elevation
* PL)+DL (RMI 2.6.2)
Vtransv=Vt= 0.243 * (210 Ib + 2814 Ib)
Etransverse= 735 Ib
Limit States Level Transverse seismic shear per upright
DL
70 Ib
70 Ib
70 Ib
hi
10 in
89 in
168 in
wi*hi
10,080
89,712
169,344
Ss= 1.458
S1= 0.544
Fa= 1.000
Fv= 1.500
Sds=2/3*Ss*Fa= 0.972
Sd1=2/3*S1*Fv= 0.544
Ca=0.4*2/3*Ss*Fa= 0.3888
(Transverse, Braced Frame Dir.) R= 4.0
Ip= 1.0
PRF1- 1.0
Pallet Height=hp= 48.0 in
DL per Beam Lvl= 70 Ib
Fi Fi*(hi+hp/2)
27.5 Ib
245.0 Ib
462.5 Ib
935-#
27,685-#
88,800-#
sum: P=4200 Ib 2,814 Ib
Longitudinal (Downaisle) Seismic Load
210 Ib W=3024 Ib
269,136
735 Ib
Z=117,420
Similarly for longitudinal seismic loads, using R=6.0
Cs1=Sd1/(T*R)= 0.1813
Cs2= 0.0428
Cs3= 0.0453
Cs -max= 0.1813
Level PRODUC LOAD P
1 1,400 Ib
2 1,400 Ib
3 1,400 Ib
Ws= (0.67 * PLRF2
= 3,024 Ib
Cs=Cs-max*Ip= 0.1813
P) + DL
PRF2= 1.0
(Longitudinal, Unbraced Dir.) R= 6.0
T= 0.50 sec
Vlong= 0.1813 * (210 Ib + 2814 Ib)
Elongitudinal= 548 Ib Limit States Level Longit. seismic shear per upright
P*0.67*PRF2
938 Ib
938 Ib
938 Ib
DL
70 Ib
70 Ib
70 Ib
hi
10 in
89 in
168 in
wi*hi
10,080
89,712
169,344
Fi
20.5 Ib
182.7 Ib
344.8 Ib
Front View
sum: 2,814 Ib
210 Ib W=3024 Ib
269,136
548 Ib
TYPE I SELECT -AMERICA
Page 5 of / Y
2/27/20 16
Str tural
oncepts
Engineering
1200 N. Jefferson Ste. Ste F Anaheim. CA 92807 Tel: 714.632.7330 Fax: 714.632.7763
By: BOB Project: A AMERICA OFFSITE Project #: Q-022516-8LV
Downaisle Seismic Loads
Configuration: TYPE 1 SELECTIVE RACK
Determine the story moments by applying portal analysis. The base plate is assumed to provide no fixity.
Seismic Story Forces
Vlong= 548 Ib
Vco1=Vlong/2= 274 Ib
F1= 21 Ib
F2= 183 Ib
F3= 345 Ib
Seismic Story Moments
Typical frame made
Tributary rea of two columns
of rack fr me Nik
Front View
Conceptual System
\\\\\\
Side View
Yt
Typical Frame made
of two columns
` -r — -r
Top View
COL
Mbase-max= 0 in -Ib <=== Default capacity
Mbase-v= (Vcol*hleff)/2
= 959 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)/2] * h2
= (274 Ib * 7 in) -0 in -Ib = [274 Ib - 91.4 Ib]*79 in/2
= 1,918 in -Ib = 10,418 in -Ib
hl-eff= hl - beam clip height/2
= 7 In Vcol
Mseis= (Mupper+Mlower)/2
Mseis(1-1)= (1918 in -Ib + 10418 in-Ib)/2
Mseis(2-2)= (10418 in -Ib + 6810 in-Ib)/2
= 6,168 in -Ib = 8,614 in -Ib
Beam to Column
Elevation
rho= 1.0000
Summary of Forces
LEVEL
1
2
3
hi
10 in
79 in
79 in
Axial Load
2,205 Ib
1,470 Ib
735 Ib
Column Moment**
1,918 in -Ib
10,418 in -Ib
6,810 in -Ib
Mseismic** Mend -fixity Mconn**
6,168 in -Ib 677 in -Ib 4,792 in -Ib
8,614 in -Ib 677 in -Ib 6,504 in -Ib
3,405 in -Ib 677 in -Ib 2,857 in -Ib
Beam Connector
3 pin OK
3 pin OK
3 pin OK
Mconn= (Mseismic + Mend-fixity)*0.70*rho
Mconn-allow(3 Pin)= 12,691 in -Ib
**all moments based on limit states level loading
TYPE I SELECT -AMERICA
Page of / y 2/27/2016
Str tura)
I.oncepts
Engineering
1200 N. Jefferson Ste. Ste F Anaheim. CA 92807 Tel: 714.632.7330 Fax: 714.632.7763
By: BOB
Project: A AMERICA OFFSITE Project #: Q-022516-8LV
Column (Longitudinal Loads) Configuration: TYPE 1 SELECTIVE RACK
Section Properties
Section: Hannibal IF3014-3x3x14ga
Aeff = 0.643 in^2
Ix = 1.130 inA4
Sx = 0.753 inA3
rx = 1.326 in
4f= 1.67
E= 29,500 ksi
Loads Considers loads at level 2
Iy = 0.749 in^4
Sy = 0.493 in^3
ry= 1.080 in
Fy= 55 ksi
Cmx= 0.85
Kx = 1.7
Lx = 76.9 in
Ky = 1.0
Ly = 42.0 in
Cb= 1.0
3.000 in
x
10.075
10.75 in
3.000 in
COLUMN DL= 70 Ib
COLUMN PL= 1,400 Ib
Mcol= 10,418 in -Ib
Sds= 0.9720
1+0.105*Sds= 1.1021
1.4+0.14Sds= 1.5361
1+0.14Sds= 1.1361
0.85+0.14*Sds= 0.9861
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
axial load coeff: 0.806442 * P seismic moment coeff: 0.5625 * Mcol
Load Case 6: : (1+0.104*Sds)D + (0.85+0.14Sds)*B*P + (0.7*rho*E)<= 1.0, ASD Method
axial load coeff: 0.69026 seismic moment coeff.• 0.7 * Mcol
By analysis, Load case 6 governs utilizing loads as such
Axial Load=Pax= 1.13608*70 Ib + 0.98608*0.7*1400 Ib Moment=Mx= 0.7*rho*Mcol
= 1,046 Ib = 0.7 * 10418 in -Ib
= 7,293 in -Ib
KxLx/rx = 1.7*76.9375"/1.326" KyLy/ry = 1*42"/1.08"
= 98.6 = 38.9
Fe= n^2E/(KL/r)max^2
= 29.9ksi
Pn= Aeff*Fn
= 19,115 Ib
P/Pa= 0.11 < 0.15
Bending Analysis
Fy/2= 27.5 ksi
Qc= 1.92
Fe > Fy/2
Fn= Fy(1-Fy/4Fe)
= 55 ksi*[1-55 ksi/(4*29.9 ksi)]
= 29.7 ksi
Pa= Pn/4c
= 19115 lb/1.92
= 9,956 Ib
Check: P/Pa + Mx/Max 1.0
Pno= Ae*Fy
= 0.643 in^2 *55000 psi
= 35,365 Ib
Max= My/Of
= 41415 in-lb/1.67
= 24,799 in -Ib
px= {1/[1-(Qc*P/Pcr)]}^-1
= {1/[1-(1.92*1046Ib/19232Ib)]}^-1
= 0.90
Combined Stresses
Pao= Pno/Qc
= 353651b/1.92
= 18,419 Ib
Myield=My= Sx*Fy
= 0.753 in^3 * 55000 psi
= 41,415 in -Ib
Pcr= n^2EI/(KL)max^2
= nA2*29500 ksi/(1.7*76.9375 in)^2
= 19,232 Ib
(1046 Ib/9956 Ib) + (7293 in-lb/24799 in -Ib) = 0.35
< 1.0, OK (EQ C5-3)
** For comparison, total column stress computed for load case 5 is: 29.0% iizinq loads 1206.163 lb Axial and M= 5469 in -lb
TYPE I SELECT -AMERICA
Page 7 of ( Y 2/27/201 G
Str tural
ko on is
engineering
1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763
By: BOB
Project: A AMERICA OFFSITE
BEAM
Contiguration: TYPE 1 SELECTIVE RACK
Project #: Q-022516-8LV
DETERMINE ALLOWABLE MOMENT CAPACITY
A) Check compression flange for local buckling (B2.1)
w= c - 2*t -2*r
= 1.75 in - 2*0.075 in - 2*0.075 in
= 1.450 in
w/t= 19.33
1=lambda= [1.052/(k)^0.5] * (w/t) * (Fy/E)^0.5
[1.052/(4)^0.5] * 19.33 * (55/29500)^0.5
= 0.439 < 0.673, Flange is fully effective
B) check web for local buckling per section b2.3
fl(comp)= Fy*(y3/y2)=
f2(tension)= Fy*(y1/y2)=
Y= f2/f1 Eq. B2.3-5
= -2.054
k= 4 + 2*(1-Y)^3 + 2*(1-Y) Eq. B2.3-4
= 67.08
flat depth=w= yl+y3
= 3.825 in w/t= 51
1=lambda= [1.052/(k)^0.5] * (w/t) * (fl/E)^0.5
= [1.052/(67.08)^0.5] * 3.825 * (49.12/29500)^0.5
= 0.267 < 0.673
be=w= 3.825 in b2= be/2
bl= be(3-Y) = 1.91 in
= 0.757
b1+b2= 2.667 in > 1.2525 in, Web is fully effective
49.12 ksi
100.88 ksi
Determine effect of cold working on steel yield point (Fva) per
Fya= C*Fyc + (1-C)*Fy
Lcorner=Lc= (p/2) * (r + t/2)
0.177 in C
Lflange-top=Lf= 1.450 in
m= 0.192*(Fu/Fy) - 0.068
= 0.1590
Bc= 3.69*(Fu/Fy) - 0.819*(Fu/Fy)^2 -
= 1.427
since fu/Fv= 1.18
section A7.2
(EQ A7.2-1)
= 2*Lc/(Lf+2*Lc)
= 0.196 in
(EQ A7.2-4)
1.79
< 1.2
and r/t= 1 < 7 OK
then Fyc= Bc * Fy/(R/t)^m (EQ A7.2-2)
= 78.485 ksi
Thus, Fya-top= 59.61 ksi (tension stress at top)
Fya-bottom= Fya*Ycg/(depth -Ycg)
= 115.71 ksi (tension stress at bottom)
Check allowable tension stress for bottom flange
Lflange-bot=Lfb= Lbottom - 2*r*-2*t
= 2.450 in
Cbottom=Cb= 2*Lc/(Lfb+2*Lc)
= 0.126
Fy-bottom=Fyb= Cb*Fyc + (1-Cb)*Fyf
= 57.97 ksi
Fya= (Fya-top)*(Fyb/Fya-bottom)
= 29.86 ksi
if F= 0.95
Then F*Mn=F*Fya*Sx=
Eq. B2.1-4
Eq. B2.1-1
OK
Eq B2.3-2
(EQ A7.2-3)
4.125 in
2.75 in
1.75 in
Beam= HMH 41140/4.125" Face x 0.075" thk
tt2f
y3
depth
1
Ycg
V
28.96 in -k
Ix=
Sx=
Ycg=
t=
Bend Radius=r=
Fy=Fyv=
Fu=Fuv=
E=
top flange=b=
bottom flange=
2.196 in^4
1.021 inA3
2.723 in
0.075 in
0.075 in
55.00 ksi
65.00 ksi
29500 ksi
1.750 in
2.750 in
Web depth= 4.11V,
Fy
f1 (comp)
f2(tension)
yl= Ycg-t-r= 2.573 in
y2= depth-Ycg= 1.403 in
y3= y2 -t -r= 1.253 in
Str tural
on is
ngineering
1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763
By: BOB
Project: A AMERICA OFFSITE
BEAM
Contiguration: TYPE 1 SELECTIVE RACK
Project #: Q-022516-8LV
RMI Section 5.2, PT II
Section
Beam= HMH 41140/4.125" Face x 0.075" thk
Ix=Ib= 2.196 in^4
Sx= 1.021 in^3
t= 0.075 in E= 29500 ksi
Fy=Fyv= 55 ksi F= 150.0
Fu=Fuv= 65 ksi L= 106 in
Fya= 59.6 ksi Beam Level= 1
P=Product Load= 1,400 Ib/pair
D=Dead Load= 70 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 RMI 2.2, item 8
FOR DL=2% of PL,
W= 1.599
Rm= 1 - [(2*F*L)/(6*E*Ib + 3*F*L)]
1 - (2*150*106 in)/[(6*29500 ksi*2.196 in^3)+(3*150*106 in)]
= 0.927
if F= 0.95
Then F*Mn=F*Fya*Sx= 57.82 in -k
Thus, allowable load
per beam pair=W= F*Mn*8*(# of beams)/(L*Rm*W)
= 57.82 in -k * 8 * 2/(106in * 0.927 * 1.599)
= 5,888 Ib/pair allowable load based on bending stress
Mend= W*L*(1-Rm)/8
= (5888 Ib/2) * 106 in * (1-0.927)/8
= 2,848 in -Ib
= 0,677 in -Ib
@ 5888 Ib max allowable load
@ 1400 Ib imposed product load
2. Check Deflection Stress Allowable Loads
4.125 in
2.75 in
1.75 in
IIIIIIIIIIIIIIIIIIIIIIIIIIIII
Dmax= Dss*Rd
Rd= 1 - (4*F*L)/(5*F*L + 10*E*Ib)
= 1 - (4*150*106 in)/[(5*150*106 in)+(10*29500 ksi*2.196 in^4)]
= 0.913 in
if Dmax= L/180 Based on L/180 Deflection Criteria
and Dss= 5*W*L^3/(384*E*Ib)
L/180= 5*W*L^3*Rd/(384*E*Ib*# of beams)
solving for W yields,
W= 384*E*I*2/(180*5*L^2*Rd)
= 384*2.196 in^4*2/[180*5*(106 in)^2*0.913)
= 5,389 Ib/pair allowable load based on deflection limits
Thus, based on the least capacity of item 1 and 2 above:
Allowable Deflection= L/180
= 0.589 in
Deflection at imposed Load= 0.153 in
Allowable load= 5,389 Ib/pair
Imposed Product Load= 1,400 Ib/pair
IBeam Stress= 0.26
Beam at Level 1
2--
nninoorinn
1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763
By: BOB
Project: A AMERICA OFFSITE Project #: Q-0225 16-
3 Pin Beam to Column Connection TYPE 1 SELECTIVE RACK
1 he beam end moments shown herein show the result ot the maximum induced fixed end monents torm seismic + static loads and the code
mandated minimum value ot 1.5%(DL+PL)
Mconn max= (Mseismic + Mend-fixity)*0.70*Rho
= 6,504 in -Ib Load at level 2
Connector Type= 3 Pin
Shear Capacity of Pin
P2
P3
rho= 1.0000
Pin Diam= 0.44 in Fy= 55,000 psi
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
tcol= 0.075 in Fu= 65,000 psi
Omega= 2.22 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 Fy= 55,000 psi
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
=0.127in^3*0.66*Fy
= 4,610 in -Ib
Pclip= Mcap/(1.667 * d)
= 4610.1 in-lb/(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"/4.5")*0.5"]
= 2135 LB*[4.5"+(2.5"/4.5")*2.5"+ (0.5"/4.5")*0.5"]
= 12,691 in -Ib > Mconn max, OK
Sclip= 0.127 in^3
d= E/2
= 0.50 in
TYPE I SELECT -AMERICA
Page C of L 2/27/2016
Str tura)
.Joncepts
J- •J ngineering
1200 N. Jefferson Ste. Ste F Anaheim. CA 92807 Tel: 714.632.7330 Fax: 714.632.7763
By: BOB Project: A AMERICA OFFSITE
Project #: Q-022516-8LV
Transverse Brace
Configuration: TYPE 1 SELECTIVE RACK
Section Properties
Diagonal Member= Hannibal 1-1/2x1-1/2x16ga
Area= 0.273 in^2
r min= 0.496 in
Fy= 55,000 psi
K= 1.0
Qc= 1.92
Frame Dimensions
.500 in __121
0.25 in
Horizontal Member= Hannibal 1-1/2x1-1/2x16ga
Area= 0.273 in^2
r min= 0.496 in
Fy= 55,000 psi
1.500 in K= 1.0
Bottom Panel Height=H= 42.0 in
Frame Depth=D= 48.0 in
Column Width=B= 3.0 in
Diagonal Member
Clear Depth=D-B*2= 42.0 in
X Brace= NO
rho= 1.00
0
Load Case 6:: (I±L1 4 5 .85+0.145ds)*B*P + [0.7*rho*EJ<= 1.0, ASD Method
Vtransverse= 735 Ib
Vb=Vtransv*0.7*rho= 735 Ib * 0.7 * 1
= 515 Ib
Ldiag= [(D-B*2)^2 + (H-6")^2]^1/2
= 55.3 in
Pmax= V*(Ldiag/D) * 0.75
= 445 lb
axial load on diagonal brace member
Pn= AREA*Fn
= 0.273 in^2 * 23419 psi
= 6,393 Ib
Fallow= Pn/S2
= 6393 Ib /1.92
= 3,330 Ib
Pn/Pallow=
Horizontal brace
0.13 <= 1.0 OK
(kl/r)= (k * Ldiag)/r min
= (1 x 55.3 in /0.496 in )
= 111.5 in
Fe= pi^2*E/(kl/r)^2
= 23,419 psi
Since Fe<Fy/2,
Fn= Fe
= 23,419 psi
Typical Panel
Configuration
Check End Weld
Lweld= 2.5 in
Fu= 65 ksi
tmin= 0.060 in
Weld Capacity= 0.75 * tmin * L * Fu/2.5
= 2,925 Ib OK
Vb=Vtransv*0.7*rho= 515 Ib
(kl/r)= (k * Lhoriz)/r min
= (1 x 48 in) /0.496 in
= 96.8 in
Since Fe>Fy/2, Fn=Fy*(1-fy/4fe)
= 30,661 psi
Pn/Pallow=
0.12 <= 1.0 OK
Fe= pi^2*E/(kl/r)^2
= 31,072 psi
Pn= AREA*Fn
= 0.273in^2*30661 psi
= 8,371 Ib
Fy/2= 27,500 psi
Fallow= Pn/4c
= 8371 Ib /1.92
= 4,360 Ib
TYPE I SELECT -AMERICA
Page / 0f l Y 2/27/201G
Str tural
oncepts
Iv Engineering
1200 N. Jefferson Ste. Ste F Anaheim. CA 92807 Tel: 714.632.7330 Fax: 714.632.7763
By: BOB
Single Row Frame Overturning
Project: A AMERICA OFFSITE Project #: Q-022516-8LV
Configuration: TYPE 1 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= 735 Ib
DEAD LOAD PER UPRIGHT=D= 210 Ib
PRODUCT LOAD PER UPRIGHT=P= 4,200 Ib
Papp=P*0.67= 2,8141b
Wst LC1=Wst1=(0.7056*D + 0.7056*Papp*1)= 2,133 Ib
Product Load Top Level, Ptop= 1,400 Ib
DL/Lvl= 70 Ib
Seismic Ovt based on E, £(Fi*hi)= 117,420 in -Ib
height/depth ratio= 3.5 in
Sds= 0.9720
(0.9-0.2Sds)= 0.7056
(0.9-0.2Sds)= 0.7056
B= 1.0000
rho= 1.0000
Frame Depth=Df= 48.0 in
Htop-Iv1=H= 168.0 in
# Levels= 3
# Anchors/Base= 2
hn= 4Rnin
hp
•
•
T
1
h
Df
SIDE ELEVATION
A) Fully Loaded Rack
h=H+hp/2= 192.0 in
Load case 1:
Movt= £(Fi*hi)*E*rho
= 117,420 in -Ib
Mst= Wstl * Df/2 T= (Movt-Mst)/Df
= 2133 Ib * 48 in/2 = (117420 in -Ib - 51192 in-lb)/48 in
= 51,192 in -Ib = 1,380 Ib Net Uplift per Column
Net Seismic Uplift= 1,380 Ib Strength Level
B) Top Level Loaded Only
Load case 1:
0 V1=Vtop= Cs * Ip * Ptop >= 350 Ib for H/D >6.0
= 0.243 * 1400 Ib
= 340 Ib
Vieff= 340 Ib Critical Level= 3
V2=VDL= Cs*Ip*D Cs*Ip= 0.2430
= 51 Ib
Mst= (0.7056*D + 0.7056*Ptop*1) * 48 in/2
= 27,264 in -Ib
Movt= [V1*h + V2 * H/2]*0.7*rho
= 48,723 in -Ib
T= (Movt-Mst)/Df
= (48723 in -Ib - 27264 in-Ib)/48 in
= 447 Ib Net Uplift per Column
Net Seismic Uplift= 447 Ib Strength Level
ncnor
Check (2) 0.5" x 3.25" Embed HILTI KWIKBOLT TZ anchor(s) per base plate.
Special inspection is required per ESR 1917.
Pullout Capacity=Tcap= 1,961 Ib L.A. City Jurisdiction? NO
Shear Capacity=Vcap= 2,517 Ib Phi= 1
(690 Ib/1961 Ib)^1 + (183 Ib/2517 Ib)^1 =
(223 Ib/1961 Ib)^1 + (85 Ib/2517 Ib)^1 =
Fully Loaded:
Top Level Loaded:
Tcap*Phi= 1,961 Ib
Vcap*Phi= 2,517 Ib
0.42 <= 1.2 OK
0.15 <= 1.2 OK
TYPE 1 SELECT -AMERICA
Page 11 of L / 2/27/2016
Str tura)
oncepts
4 P-
Engineering
1200 N. Jefferson Ste. Ste F Anaheim. CA 92807 Tel: 714.632.7330 Fax: 714.632.7763
By: BOB
Project: A AMERICA OFFSITE Project #: Q-022516-8LV
Base Plate
Configuration: TYPE 1 SELECTIVE RACK
Section
Baseplate= 8x5x3/8
Eff Width=W = 8.00 in
Eff Depth=D = 5.00 in
Column Width=b = 3.00 in
Column Depth=dc = 3.00 in
L = 2.50 in
Plate Thickness=t = 0.375 in
Down Aisle Loads
COLUMN DL=
COLUMN PL=
Base Moment=
1+0.105*Sds=
1.4+0.14Sds=
a = 3.00 in
Anchor c.c. =2*a=d = 6.00 in
N=# Anchor/Base= 2
Fy = 36,000 psi
Downaisle Elevation
Load Case 5: : (1+0.105*Sds)D + 0.75*((1.4+0.14Sds)*B*P + 0.751-0.7*rho*E/<= 1.0, ASD Method
105 Ib Axial=P= 1.10206 * 105 Ib + 0.75 * (1.53608 * 0.7 * 2100 Ib)
2,100 Ib = 1,809 Ib
0 in -Ib Mb= Base Moment*0.75*0.7*rho
1.1021 = 0 in -Ib * 0.75*0.7*rho
1.5361 = 0 in -Ib
B= 0.7000
Axial stress=fa = P/A = P/(D*W)
= 45 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*LA2
= 0 in -Ib
S -plate = (1)(t^2)/6
= 0.023 in^3/in
fb/Fb = Mtotal/[(S-plate)(Fb)]
0.22 OK
Tanchor = (Mb-(PLapp*0.75*0.46)(a))/[(d)*N/2]
= -1,067 Ib No Tension
Gi ica/ load case RMI Sec 2.1, item 4, (1+0.115ds)DL + (1+0.14505)PL"0.75+EL'0.75 c= 1.0, A50 Medved
Axial Load P = 1,809 Ib
Mbase=Mb = 0 in -Ib
Cross Aisle Loads
M1= wL^2/2= fa*L^2/2
= 141 in -Ib
Moment Stress=fb2 = 2 * fb * L/W
= 0.0 psi
M2= fbl*L^2)/2
= 0 in -Ib
Mtotal = M1+M2+M3
= 141 in-Ib/in
Fb = 0.75*Fy
= 27,000 psi
Fp= 0.7*F'c
= 1,750 psi OK
Tallow= 1,961 Ib
Pstatic= 1,809 Ib
Movt*0.75*0.7*rho= 61,646 in -Ib
Frame Depth= 48.0 in
P=Pstatic+Pseismic= 3,094 Ib
b =Column Depth= 3.00 in
L =Base Plate Depth -Col Depth= 2.50 in
fa = P/A = P/(D*W)
= 77 psi
Sbase/in = (1)(t^2)/6
= 0.023 in^3/in
fb/Fb = M/[(S-plate)(Fb)]
0.38
OK
Pseismic= Movt/Frame Depth
= 1,284 lb
M= wLA2/2= fa*LA2/2
= 242 in-Ib/in
Fbase = 0.75*Fy
= 27,000 psi
OK
Check uplift load on Baseplate
Eff(
Effe
Check uplift forces on baseplate with 2 or more anchors per RMI 7.2.2.
'When 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
o the uplift force on one anchor times 1/2 the distance from
he centerline of the anchor to the nearest edge of the rack column"
Ta
Elevation
Uplift per Column= 1,380 Ib
Qty Anchor per BP= 2
Net Tension per anchor=Ta= 690 Ib
c= 2.50 in
Mu=Moment on Baseplate due to uplift= Ta*c/2
= 863 in -Ib
Splate= 0.117 inA3
fb Fb *0.75= 0.204 OK
TYPE I SELECT -AMERICA
Page /1- of ! /
2/27/2016
S tr1.oncepts
tural
Engineering
1200 N. Jefferson Ste. Ste F Anaheim. CA 92807 Tel: 714.632.7330 Fax: 714.632.7763
By: BOB Project: A AMERICA OFFSITE Project #: Q-022516-8LV
Slab on Grade
Configuration: TYPE 1 SELECTIVE RACK
1111111111111111111111111111111111111111111
SLAB ELEVATION
Base Plate
Effec. Baseplate width=B= 8.00 in
Effec. Baseplate Depth=D= 5.00 in
Column Loads
• Cross .
Aisle •
;4.2
Baseplate Plan View
width=a= 3.00 in
depth=b= 3.00 in
midway dist face of column to edge of plate=c= 5.50 in
midway dist face of column to edge of plate=e= 4.00 in
Concrete
fc= 2,500 psi
tslab=t= 5.0 in
teff= 5.0 in
phi=f= 0.6
Soil
fsoil= 750 psf
Movt= 82,194 in -Ib
Frame depth= 48.0 in
Sds= 0.972
0.2*Sds= 0.194
A.= 0.600
3=B/D= 1.600
F'c^0.5= 50
DEAD LOAD=D= 105 Ib per column
unfactored ASD load = 1.3944 * 105 Ib + 1.3944 * 0.7 * 2100 Ib + 1 * 1712 Ib
PRODUCT LOAD=P= 2,100 Ib per column = 3,908 Ib
unfactoredA5D load Load Case 2) (0.9-0.2Sds)D + (0.9-0.2Sds)*B*Papp + rho*E RMI SEC 2.2 EQTN 7
Papp= 1,407 Ib per column = 0.7056 * 105 Ib + 0.7056 * 0.7 * 1407 Ib + 1 * 1712 Ib
P-seismic=E= (Movt/Frame depth) = 2,481 Ib
= 1,712 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*105 Ib + 1.4*2100 Ib
B= 0.7000 = 3,066 Ib
rho= 1.0000 Load Case 4) 1.2*D + 1.0*P + 1.0E ACI 318-11 Sec 9.2.1,EgN 9.5
Sds= 0.9720 = 3,938 Ib
1.2 + 0.2*Sds= 1.3944 Effective Column Load=Pu= 3,938 Ib per column
0. 9 - 0.20Sds= 0.7056
Puncture
Load Case 1) (1.2+0.2Sds)D + (1.2+0.2Sds)*B*P+ rho*E RMI SEC 2.2 EQTN 5
Apunct= [(c+t)+(e+t)]*2*t
= 195.0 in^2
Fpunctl= [(4/3 + 8/(3*G3)] * *(F'C^0.5)
= 90. psi
Fpunct2= 2.66 * % * (Pc^0.5)
= 79.8 psi
Fpunct eff= 79.8 psi
Slab Bending
fv/Fv= Pu/(Apunct*Fpunct)
0.253 < 1 OK
Pse=DL+PL+E= 3,938 Ib
Asoil= (Pse*144)/(fsoil) L= (Asoil)^0.5 y= (c*e)^0.5 + 2*t
= 756 in^2 = 27.50 in = 14.7 in
x= (L -y)/2 M= w*x^2/2 S -slab= 1*teff^2/6
= 6.4 in = (fsoil*x^2)/(144*2) = 4.17 inA3
Fb= 5*(phi)*(fc)^0.5 = 106.8 in -Ib fb/Fb= M/(S-slab*Fb)
= 150. psi = 0.171 < 1, OK
TYPE I SELECT -AMERICA Page /3 of / Y 2/27/201 G
Structural
Concepts
�- / Engineering
By: BOB
1200 N. Jefferson Ste. Ste F Anaheim. CA 92807 Tel: 714.632.7330 Fax: 714.632.7763
Project: A AMERICA OFFSITE Project #: Q-022516-8LV
Configuration & Summary: TYPE 2 SELECTIVE RACK
282"
79'
37"
79"
10"
144
282"
18"
42"
i`
42"
42"
42"
42"
42"
T 48" �f
**RACK COLUMN REACTIONS
ASD LOADS
AXIAL DL= 140 /b
AXIAL LL= 2,800 /b
SEISMIC AXIAL Ps=+/- 3,872 /b
BASE MOMENT= 0 in -lb
Seismic Criteria
# Bm Lvls
Frame Depth
Frame Height
# Diagonals
Beam Length
Frame Type
Ss=1.458, Fa=1
4
48 in
282.0 in
7
144 in
Single Row
Component
Description
STRESS
Column
Fy=55 ksi
Hannibal IF3014-3x3x14ga
P=2555 Ib, M=14293 in -Ib
0.53-0K
Column & Backer
None
None
None
N/A
Beam
Fy=55 ksi
HMH 60140/6" Face x 0.075" thk
Lu=144 in
Capacity: 7172 lb/pr
0.29-0K
Beam Connector
Fy=55 ksi
Lvl 3: 4 pin OK Mconn=5497 in -Ib
Mcap=22664 in -Ib
0.24-0K
Brace -Horizontal
Fy=55 ksi
Hannibal 1-1/2x1-1/2x16ga
0.16-0K
Brace -Diagonal
Fy=55 ksi
Hannibal 1-1/2x1-1/2x16ga
0.18-0K
Base Plate
Fy=36 ksi
8x5x3/8 Fixity= 0 in -Ib
0.55-0K
Anchor
2 per Base
0.5" x 3.25" Embed HILTI KWIKBOLT TZ ESR 1917 Inspection Reqd (Net Seismic Uplift=2450 Ib)
0.6-0K
Slab & Soil
5" thk x 2500 psi slab on grade. 750 psf Soil Bearing Pressure
0.36-0K
Level
Load**
Per Level
Beam Spcg
Brace
Story Force
Transv
Story Force
_ Longit.
Column
Axial
Column
Moment
Conn.
Moment
Beam
Connector
3
4
2,100 Ib 37.0 in
2,100 Ib 79.0 in
42.0 in
42.0 in
42.0 in
42.0 in
18.0 in
336 Ib 251 Ib 2,170 Ib 6,096 "# 5,497 "# 4 pin OK
547 Ib 408 Ib 1,085 Ib 8,060 "# 3,363 "# 4 pin OK
** Load defined as product weight per pair of beams
Notes
Total: 980 Ib 731 Ib
TYPE 2 SELECT -AMERICA
Page Pt of ir
2/27/2010
July 28, 2016
City of Tukwila
Department of Community Development
DAVID NORRIS
3500 W VALLEY HWY N - SUITE B102
AUBURN, WA 98001
RE: Correction Letter # 2
DEVELOPMENT Permit Application Number D16-0077
A -AMERICA - 18200 OLYMPIC AVE S
Dear DAVID NORRIS,
Allan Ekberg, Mayor
Jack Pace, Director
This letter is to inform you of corrections that must be addressed before your development permit can be approved. All
correction requests from each department must be addressed at the same time and reflected on your drawings. I have
enclosed comments from the following departments:
FIRE DEPARTMENT: Al Metzler at 206-971-8718 if you have questions regarding these comments.
• 1) The layout of the proposed new racking qualifies as multiple -row racks and must comply with fire sprinkler
requirements specified in NFPA 13 Table 16.2.1.3.3.1. Submit an analysis by a fire protection engineer verifying
compliance with the code requirements.
The analysis must be done by a FIRE PROTECTION ENGINEER as specified in the original correction.
Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other
documentation. The City requires that two (2) sets of revised plan pages, specifications and/or other documentation be
resubmitted with the appropriate revision block.
In order to better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have
enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail
or by a messenger service.
If you have any questions, I can be reached at 206-431-3655.
Sincerely,
Bill Rambo
Permit Technician
File No. D16-0077
6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665
April 14, 2016
City of Tukwila
Department of Community Development
DAVID NORRIS
3500 W VALLEY HWY
AUBURN, WA 98001
RE: Correction Letter # 1
DEVELOPMENT Permit Application Number D16-0077
A -AMERICA - 18200 OLYMPIC AVE S
Dear DAVID NORRIS,
Allan Ekberg, Mayor
Jack Pace, Director
This letter is to inform you of corrections that must be addressed before your development permit can be approved. All
correction requests from each department must be addressed at the same time and reflected on your drawings. I have
enclosed comments from the following departments:
BUILDING DEPARTMENT: Allen Johannessen at 206-433-7163 if you have questions regarding these comments.
• (GENERAL NOTE)
PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size. New revised
plan sheets shall be the same size sheets as those previously submitted.)
(If applicable) "STAMP AND SIGNATURES" "Every page of a plan set must contain the seal/stamp, signature of
the licensee(s) who prepared or who had direct supervision over the preparation of the work, and date of signature.
Specifications that are prepared by or under the direct supervision of a licensee shall contain the seal/stamp,
signature of the licensee and the date of signature. If the "specifications" prepared by a licensee are a portion of a
bound specification document that contains specifications other than that of an engineering or land surveying
nature, the licensee need only seal/stamp that portion or portions of the documents for which the licensee is
responsible." It shall not be required to have each page of "specifications" (calculations) to be stamped and signed;
Front page only will be sufficient. (WAC 196-23-010 & 196-23-020)
(BUILDING REVIEW NOTES)
1. Provide an egress plan that shows designated common paths of egress. Dimension common paths of travel and
total exit access travel distance. Exit access travel distance shall not exceed 250 feet. Length of common path of
egress travel in "S" occupancies (sprinkled building) shall not be more than 100 feet before two separate and
distinct paths of egress travel to two exits are available. Emergency illumination shall be provided along the
designated common paths of egress. Emergency illumination shall have at least an average 1 foot-candle and a
minimum at any point of 0.1 foot candle measured along the "path of egress" at the floor level. Emergency lighting
shall also be required for exit discharge doorways. Identify each exterior emergency exit doorways. Egress paths
shall be continuous to each exit. Designed egress paths shall be those inspected for egress illumination
requirements. In addition provide square footage of the warehouse to determine occupant load. (IBC 107.2.3,
Section 1006, 1014.3, 1015.2, TABLE 1016.2 & 1016.3)
2. Only one exit was shown on the plan. Garage doors shall not be counted as an exit door. Show all exits for
egress. Provide occupant load for S-1 on the plan.
FIRE DEPARTMENT: Al Metzler at 206-971-8718 if you have questions regarding these comments.
• 1) The layout of the proposed new racking qualifies as multiple -row racks and must comply with fire sprinkler
requirements specified in NFPA 13 Table 16.2.1.3.3.1. Submit an analysis by a fire protection engineer verifying
compliance with the code requirements.
Bann R,,,,i,,.„va c.,:rn inn . 7„1„„;1,7 ui c:H QQIQQ . DI ')/14 421 2<7n - i ....1114 ,') 3.C«
2) Smoke vents are required by International Fire Code Table 3206.2. Submit a plan showing the location of
existing/proposed smoke vents.
Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other
documentation. The City requires that two (2) sets of revised plan pages, specifications and/or other documentation be
resubmitted with the appropriate revision block.
In order to better expedite your resubmittal, a'Revision Submittal Sheet' must accompany every resubmittal. I have
enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail
or by a messenger service.
If you have any questions, I can be reached at 206-431-3655.
Sincerely,
Bill Rambo
Permit Technician
File No. D16-0077
f?nn cn„thPohtor Pnr,lounrA C,,ito 11 1/111 • T,,1, ,;1n Ial.,el,:rn.,t,,,, OR UR - PI,,,H,, ')/LS 4? 1 ?!7n - r,,.. 1114 A? 1 2r1/C
ala
PLAN REVIEW/ItO�UTING SLIP
PERMIT NUMBER: D16-0077 DATE: 09/01/16
PROJECT NAME: A -AMERICA
SITE ADDRESS: 18200 OLYMPIC AVE S
Original Plan Submittal
X Response to Correction Letter # 2
Revision #
Revision #
before Permit Issued
after Permit Issued
DEPARTMENTS:
Building Division
Public Works
n
n
Fire Prevention
Structural
Planning Division
Permit Coordinator
PRELIMINARY REVIEW:
Not Applicable
n
(no approval/review required)
DATE: 09/06/16
Structural Review Required
REVIEWER'S INITIALS: DATE:
APPROVALS OR CORRECTIONS: DUE DATE: 10/04/16
Approved
Corrections Required
❑ Approved with Conditions U
UDenied
(corrections entered in Reviews) (ie: Zoning Issues)
Notation:
REVIEWER'S INITIALS: ' DATE:
Permit Center Use Only
CORRECTION LETTER MAILED:
Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW 0 Staff Initials:
12/18/2013
PERMIT COORD COPY
PLAN REVIEW/ROUTING SLIP
PERMIT NUMBER: D16-0077
PROJECT NAME: A -AMERICA
SITE ADDRESS: 18200 OLYMPIC AVE S
Original Plan Submittal
X Response to Correction Letter # 1
DATE: 07/18/16
Revision #
Revision #
before Permit Issued
after Permit Issued
DEPARTMENTS:
AT 4 C
Building Division in
Public Works
A' coo?,
Fire Prevention
Structural
Planning Division
Permit Coordinator
n
A
PRELIMINARY REVIEW:
Not Applicable
n
(no approval/review required)
DATE: 07/19/16
Structural Review Required
REVIEWER'S INITIALS: DATE:
APPROVALS OR CORRECTIONS:
DUE DATE: 08/16/16
Approved Approved with Conditions n
Corrections Required
(corrections entered in Reviews)
Denied
(ie: Zoning Issues)
Notation:
REVIEWER'S INITIALS:
DATE:
Permit Center Use Only
CORRECTION LETTER MAILED: -1 - !' V- a
Departments issued corrections: Bldg 0 Fire
Ping 0 PW 0 Staff Initials: 1
12/18/2013
PERMIT CORD COPY
PLAN REVIEW/ROUTING SLIP
PERMIT NUMBER: D16-0077
PROJECT NAME: A -AMERICA
SITE ADDRESS: 18200 OLYMPIC AVE S
X Original Plan Submittal
Response to Correction Letter #
DATE: 03/26/16
Revision #
Revision #
before Permit Issued
after Permit Issued
DEPARTMENTS:
kT Cow 12 . -3D--t
Building Division
Public Works ❑
AK. Cow 2
l
Fire Prevention
Structural
Planning Division
❑ Permit Coordinator
El
PRELIMINARY REVIEW:
Not Applicable ❑
(no approval/review required)
REVIEWER'S INITIALS:
DATE: 03/29/16
Structural Review Required
DATE:
APPROVALS OR CORRECTIONS:
Approved
❑ Approved with Conditions
Corrections Required
(corrections entered in Reviews
Notation:
Denied
(ie: Zoning Issues)
DUE DATE: 04/26/16
n
REVIEWER'S INITIALS:
DATE:
Permit Center Use Only
CORRECTION LETTER MAILED: 1 ' 1 14' L
Departments issued corrections: Bldgf — Fire te Ping ❑ PW ❑ Staff Initials:
12/18/2013
Date:
City of Tukwila
Department of Community Development
6300 Southcenter Boulevard, Suite #100
Tukwila, Washington 98188
Phone: 206-431-3670
Web site: http://www.TukwilaWA.gov
REVISION
SUBMITTAL
Revision submittals must be submitted in person at the Permit Center.
Revisions will not be accepted through the mail, fax, etc.
Plan Check/Permit Number:
❑ Response to Incomplete Letter #
[ Response to Correction Letter #
❑ Revision # after Permit is Issued
❑ Revision requested by a City Building Inspector or Plans Examiner
❑ Deferred Submittal #
Project Name:
Project Address: /02C0 ObyrnPG We 91
Contact Person: ` 1\JIn tce(C
Summary of Revision:
AMYS/5 ce-E Ncra) v./
L z AL t)
Phone Number:
41.'k,Zof
FPE .5u5rn11171L
RECEIVED
CITY QF TUKWILA
SEP 01 2016
PERMIT CENTER
Sheet Number(s): 1 1- 4 -
"Cloud" or highlight all areas of revision including date of revision
Received at the City of Tukwila Permit Center by:
Entered in TRAKiT on
41-1-11p
W:Wermit Center\Templates\Forms\Revision Submittal Forntdoc
Revised: August 2015
City of Tukwila
Department of Community Development
6300 Southcenter Boulevard, Suite #100
Tukwila, Washington 98188
Phone: 206-431-3670
Web site: http://www.TukwilaWA.gov
REVISION
SUBMITTAL
Revision submittals must be submitted in person at the Permit Center.
Revisions will not be accepted through the mail, fax, etc.
Date:
1J)?/20J k7 Plan Check/Permit Number: U'
❑ Response to Incomplete Letter #
Response to Correction Letter #
❑ Revision # after Permit is Issued
❑ Revision requested by a City Building Inspector or Plans Examiner
❑ Deferred Submittal #
Project Name:
/-A OO
Project Address: 1 b 7VV O L1df )t %i S -
Contact Person: i UI7 N ( c)
Summary of Revision:
t,-00-11
Phone Number: 7A 45
S 5 P015 J&J 7 j i&
up -15 Mc w 5/40(42/
Sej iK a, ANAL ;/s (on�ar ('fri-ii afO
M
�ovf v s I w o r kJ PCPF
RECEIVED
CITY OF TUKWILA
JUL 18 2016
PERMIT CENTER
Sheet Number(s): 1.
"Cloud" or highlight all areas of revision including date of rev
Received at the City of Tukwila Permit'`Center by:
M.—Entered in TRAKiT on /-1 ) t (l
W:\Permit Center\Templates\FomuUtevision Submittal Formdoc
Revised: August 2015
RAYMOND HANDLING CONCET'mS CORP
Home Espanol Contact.
Safety & Health Claims & Insurance
0 Washington State Department of
Labor & Industries
Search L&I
Page 1 of 2
A -Z Index 1-Ielp My L&1
Workplace Rights Trades & Licensing
RAYMOND HANDLING CONCEPTS CORP
Owner or tradesperson
Principals
RAYMOND, STEPHEN
KOEL, STEVE
STERNBERG, PAUL
GABORRO, ALEX
Doing business as
RAYMOND HANDLING CONCEPTS CORP
WA UBI No.
601 785 727
41400 BOYCE ROAD
FREMONT, CA 94538
253-333-2100
Business type
Corporation
Governing persons
ALEX
GABORRO
CATHY HAWKES;
MARK DE BOER;
STEPHEN RAYMOND;
STEVE KOEL;
License
Verify the contractor's active registration / license / certification (depending on trade) and any past violations.
Construction Contractor Active.
Meets current requirements.
License specialties
GENERAL
License no.
RAYMOHC034KB
Effective — expiration
05/02/1997-10/05/2017
Bond
FEDERATED MUTUAL INS CO
Bond account no.
1090263
$12,000.00
Received by L&I Effective date
09/28/2001 07/22/2001
Expiration date
Until Canceled
Insurance
Federated Mutual Ins Co $1,000,000.00
Policy no.
9045549
Received by L&I Effective date
08/18/2016 10/01/2015
Expiration date
10/01/2017
Help us improve
https://secure.lni.wa.gov/verify/Detail.aspx?UBI=601785727&LIC=RAYMOHC034KB&SAW= 9/15/2016
APPLICABLE CODES
2012 International Building Code
2012 International Fire Code
SCOPE OF WORK
PROVIDE AND INSTALL STORAGE RACKS
OCCUPANCY CLASSIFICATION
S-1 WAREHOUSE STORAGE
APN: 042013-4016, 042013-4700, 042013-4706
042013-4707, 042013-4004, 042013-4705
TYPE OF CONSTRUCTION: III -B
FIRE SPRINKLERED: YES (SEE BELOW)
NUMBER OF STORIES: ONE
BUILDING SQUARE FOOTAGE: 203,000 SF
WAREHOUSE SQUARE FOOTAGE: 190,000 SF
PROJECT SQUARE FOOTAGE: 16,364 SF
FIRE SPRINKLER SYSTEM DATA
NO. OF SPRINKLERS: 412
BASIS OF DESIGN: 75 PSI (12 SPRINKLER HEADS)
SYSTEM DESIGN: 1,584 GPM
RESIDUAL PRESSURE AT RISER: 126 PSI
VICINITY MAP
80th St S 18Oth St
A -AMERICA OFFSITE
18200 OLYMPIC AVENUE SOUTH
TUKWILA, WA 98188
DRAWING INDEX
SHEET 1 - SITE PLAN & GENERAL NOTES
SHEET 2 - PLAN VIEW OF SCOPE OF WORK
SHEET 3 - DESIGN DETAILS AND PROFILES
iverside Dr:
200 Olympic Ave S,
SEPARATE PERMIT
REQUIRED FOR:
rigilechanical
(tectrical
&Plumbing
G- as Piping
City of Tukwila
BUILDING DIVISION
AREA PHOTO
COMMODITIES TO BE STORED
CLASS I, 11, 111 - HOME FURNISHINGS AND FURNITURE,
STORED DIRECTLY AND NON -DIRECTLY ON NON -SOLID,
MESH DECKING AND SHELVES.
NOTE: ANY CHANGES TO THE FIRE SPRINKLER SYSTEMS
REQUIRES A SEPERATE SUBMITTAL, PERMIT, PLAN REVIEW,
INSPECTION AND FEES.
THIS FACILITY IS NOT ACCESSIBLE TO THE PUBLIC.
PATH OF TRAVEL TO AND WITHIN EXITS IN THE BUILDING
SHALL BE IDENTIFIED BY ILLUMINATED EXIT SIGNS.
FIRE LANES / EMERGENCY VEHICLE ACCESS ARE AVAILABLE
ALL AROUND THE BUILDING (SEE MAPS).
ALL PORTIONS OF THE BUILDING SHALL BE WITHIN 75
FEET OF A FIRE EXTINGUISHER.
ALL STORAGE RACKS WILL HAVE SIGNS STATING
MAXIMUM LOAD CAPACITIES.
REVISIONS
No changes shall be made to the scope
of vtro: c without prior approval of
T iZBuilding
ypy�kpme i d
.TS t! Qivis?Oi1.
i3 .v sZcna mil require a new Wan ski
ffai
l rtd may include attritional pian review tees.
PILE COPY
Permit N
Plan review approval is subject to errors and omissions.
Approval of cor°btruciion documents does not authorize
the violation of #ny adopted code or ordinance. Receipt
of approved Field Copy and conditions 'acknowledged:
Py.
Date: qr �zr -/‘
City of Tukwila
UILDING DIVISION
16.14i IL
ulb
acsui#
hcen
DESIGN BY:
Raymond Handling Concepts Corporation
"IT'S NOT JUST BUSINESS, IT'S PERSONAL"
FOR ASSISTANCE CALL: 800.675.2500
DESIGN PREPARED FOR:
A -AMERICA
18200 OLYMPIC AVE. S.
TUKWILA, WA 98188
STRUCTURAL ENGINEER:
STRUCTURAL CONCEPTS
1615 YEAGER AVE.
LAVERNE, CA 91750
REVIEWED FOR
CODE COMPLIANCE
APPROVED
SEP 1 3 2016
City of Tukwila
BUILDING DIVISION
STRUCTURAL ENGINEER STAMP:
RECEIVED
CITY OF TUKWILA
MAR 2 2 2016
PERMIT CENTER
PROJECT #: 9787
DRAFTER: DAVID NORRIS
REV.#
DESCRIPTION
DATE
TO OUR CUSTOMERS:
The information on this drawing is prepared with the
intent of communicating a concept and design that is
the intellectual property of Raymond Handling
Concepts Corporation. It is not intended for other
organizations as a means of quoting, designing / and
or engineering alternatives.
PM: DOUG WILLIAM
DATE: 1/12/2016
SCALE: 1/8" = 1'-0"
SHEET NO.
1
i- 3'-22"
t 3'-22"
3'-22"
f 3'-22"
3'-22"
1
282"
106"--
3
170"
91
TUNNEL
237"
158"
48" X 106"
Bulk storage area
48" X 106"
�..
48" X 106"
=
48" X 106"
48" X 106"
I 48" X 106"
48" X 106"
'
48" X 106"
48" X 106"
TUNNEL BAY
48" X 106"
48" X 106"
48" X 106"
48" X 106"
48" X 106"-
..
48" X 106"
48" X 106"
.
48" X 106"
48" X 106"
48" X 106"
48" X 106"
48" X 106"
48" X 106"
48" X 106"
48" X 106"
TUNNEL BAY
48" X 106"
48" X 106"
48" X 106"
48" X 106"
48" X 106"
5,,
48" X 106"
3S
..
c
a eb
aW
eW
x
.
a
y
_
48" X 106"
x
48" X 106"
. v
48" X 106"
48" X 106"
48" X 106"
48" X 106"
48" X 106"
48" X 106"
48" X 106"
48" X 106"
48" X 106"
48" X 106"
TUNNEL BAY
48" X 106"
48" X 106"
48" X 106"
48" X 106"
48" X 106"
Vb :z
48" X 106"
.
4 .
c
a eb
aW
eW
.Q+
.
a
y
_
48" X 106"
a .
48" X 106"
. v
48" X 106"
48" X 106"
48" X 106"
48" X 106"
48" X 106"
48" X 106"
48" X 106"
48" X 106"
48" X 106"
48" X 106"
TUNNEL BAY
48" X 106"
48" X 106"
48" X 106"
48" X 106"
48" X 106"�
1J
Y !i
i9
ii
i�l
1Y
3
Y ii
"
.. r
48" X 106"
48" X 106"
T_
.
48" X 106"
48" X 106"
X
48" X 106"
48" X 106"
48" X 106"
1
48" X 106"
TUNNEL BAY
y
_
48" X 106"
.
48" X 106"
48" X 106"
1.
48" X 106"
48" X 106"
48" X 106"
48" X 106"
48" X 106"
48" X 106"
48" X 106"
48" X 106"
48" X 106"
48" X 106"
TUNNEL BAY
48" X 106"
48" X 106"
48" X 106"
48" X 106"
48" X 106",
.. r
48" X 106"
48" X 106"
48" X 106"
.
48" X 106"
48" X 106"
-
48" X 106"
-Ii
48" X 106"
48" X 106"
48" X 106"
1
48" X 106"
TUNNEL BAY
48" X 106"
_
48" X 106"
.
48" X 106"
48" X 106"
48" X 106"
48" X 106"
48" X 106"
48" X 106"
4.
48" X 106"
48" X 106"
48" X 106"
48" X 106"
48" X 106"
48" X 106"
TUNNEL BAY
48" X 106"
48" X 106"
48" X 106"
48" X 106"
48" X 106"
48" X 106"
48" X 106"
48" X 106"
48" X 106"
48" X 106"
48" X 106"
48" X 106"
48" X 106"
48" X 106"
48" X 106"
TUNNEL BAY
48" X 106"
48" X 106"
48" X 106"
48" X 106"
48" X 106"
v
r
3
x
48" X 106"
48" X 106"
48" X 106"
48" X 106"
48" X 106"
48" X 106"
48" X 106"
48" X 106"
48" X 106"
48" X 106"
TUNNEL BAY
48" X 106"
48" X 106"
48" X 106"
48" X 106"
48" X 106"
48" X 106"
48" X 106"
48" X 106"
48" X 106"
48" X 106"
48" X 106"
48" X 106"
48" X 106"
48" X 106"
48" X 106"
ai
di.
48" X 106"
48" X 106"
O
48" X 106"
48" X 106"
48" X 106"
48" X 106"
48" X 106"
48" X 106"
48" X 106"
48" X 106"
48" X 106"
48" X 106"
48" X 106"
48" X 106"
48" X 106"
48" X 106"
48" X 106"
48" X 106"
48" X 106"
3
sr
48" X 106"
48" X 106"
48" X 106"
48" X 106"
48" X 106"
48" X 106"
48" X 106"
48" X 106"
48" X 106"
48" X 106"
48" X 106"
48" X 106"
48" X 106"
48" X 106"
48" X 106"
48" X 106"
3
x
_
I Od"
2'-82" f
2'-82" s-
5 -102'
REV.#
DESCRIPTION
DATE
REVIEWED FOR
'CODE COMPLIANCE
-;. APPROVEb
SEP 1 3 2016
City of ` ukwila
BUILDING DIVISION
DESIGN BY:
Raymond Handling Concepts Corporation
"IT'S NOT JUST BUSINESS, IT'S PERSONAL"
FOR ASSISTANCE CALL: 800.675.2500
DESIGN PREPARED FOR:
A AMERICA OFFSITE
18200M OLYMPIC AVE S.
TUKWILLA, WA 98188
XXXX
X)OOC
XXXX
STRUCTURAL ENGINEER:
XXXX
XXXX
XXXX
STRUCTURAL EIs EER STAMP:
MAR 0 1 pryECEIVEDILAOF TUKW
MAR 2 2 2016
PERMIT CENTER
PROJECT #: XXXX
DESIGNER: DAVID NORRIS
TO OUR CUSTOMERS:
The information on this drawing is prepared with the
intent of communicating a concept and design that is
the intellectual property of Raymond Handling
Concepts Corporation. It is not intended for other
organizations as a means of quoting, designing / and
or engineering alternatives.
bio
PM:
DATE:
SCALE:
SHEET NO.
SHEET NO.
311
3"
COLUMN
NOTES:
USE @ ALL
COLUMN/BASE
LOCATIONS TYP.
8"
DESCRIPTION
MATERIAL
STEEL YIELD
BASE PLATE 8" x 5"
3/8" THICK PLATE
ASTM A36, Fy=36,000 PSI
DESCRIPTION
COLUMN: HMH IF 3014
DESCRIPTION BRACING: HORIZ. & DIAG.
MATERIAL
14 GAGE THK. STEEL
MATERIAL
16 GAGE STEEL
STEEL YIELD ASTM A570, Fy=55,000 PSI
STEEL YIELD ASTM A570, Fy=55,000 PSI
NOTES:
USE @ ALL BRACE LOCATIONS TYP.
HORIZ.
BRACE
DIAG.
BRACE
GENERAL INFORMATION
ROW
SPACER
OLUMN
BEAM
1
CONNECTOR
[13ASE
PLATE
NOT A DEPICTION OF THIS PROJECT
GENERAL PROJECT NOTES:
1. DESIGNED PER REQUIREMENTS OF THE 2012 IBC, ASCE 7-10 AND THE
2012 RMI RACK DESIGN MANUAL
2. SEISMIC CRITERIA Ss =1.458, S1 = 0.544, Fa=1.000, Fv = 1.500
Ip = 1.0 (NO PUBLIC ACCESS), Sds = 0.972, Sd1 = 0.544, OCC. CATAG. II,
SITE CLASS D, SEISMIC DESIGN CLASS D
3. STORAGE CAPACITY:
TYPE 1 = 1400# PER LEVEL TYP.
TYPE 2 = 2100# PER LEVEL TYP.
4. ANCHORS : HILTI KWIK BOLT TZ ESR# 1917 OR POWER SD2 ESR# 2502,
1/2" x 3-1/4" MIN. EMBED.
AS USED IN CALCULATIONS OR ICC & ENGINEER APPROVED EQUAL.
(2) ANCHOR PER BASEPLATE.
5. PERIODIC SPECIAL INSPECTION IS REQUIRED DURING ANCHOR INSTALLATION.
6. CONCRETE THICKNESS & COMPRESSIVE STRENGTH, 5" x 2500 PSI.
7. SOIL BEARING PRESSURE 750 PSF @ GRADE OR BETTER
8. ALL RACK INSTALLATIONS AND RACKS MANUFACTURED IN CONFORMITY
WITH THIS STANDARD SHALL DISPLAY IN ONE OR MORE CONSPICUOUS
LOCATIONS A PERMANENT PLAQUE EACH NOT LESS THAN 50 SQUARE
INCHES IN AREA AND SHOWING THE MAXIMUM PERMISSIBLE UNIT LOAD IN CLEAR, LEGIBLE PRINT.
9. ALL BOLTS GR. 5 OR BETTER. INSTALL TO SNUG TIGHT FIT WITH ALL PLYS IN FLAT CONTACT
10. 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.
11. THE CLEAR SPACE BELOW SPRINKLERS SHALL BE A MIN. OF 18" BETWEEN
TOP OF THE STORAGE AND THE CEILING SPRINKLER DEFLECTOR.
DESCRIPTION
1 11/16"
3 -PIN CONNECTOR
MATERIAL
7 GAGE
STEEL YIELD
ASTM A570, Fy=55,000 PSI
5/160
SAFETY PIN
\ \
It
7/160 GR
55 RIVET
n
u
3 3/16"
<TYP.
TYP. >1/8 /
NOTES:
USE @ ALL 106" BEAM TO COLUMN
CONNECTION LOCATIONS TYP.
/160 GR.
55 RIVET
DESCRIPTION
MATERIAL
4-1/8" BEAM (HMH#41140)
14 GAGE
DESCRIPTION
MATERIAL
4 -PIN CONNECTOR
7 GAGE
YIELD
STEEL YIE
LD
ASTM A570, Fy = 55, 000 PSI
NOTES:
USE @ ALL 144" BEAM TO COLUMN
CONNECTION LOCATIONS TYP.
STEEL YIELD
ASTM A570, Fy=55,000 PSI
NOTES:
USE @ ALL 106" BEAM LOCATIONS TYP.
•
TYPE 1 SELECTIVE RACK
282" 7 "
79"
t
106"
t
10"—
FRONT VIEW
DESCRIPTION
6" BEAM (HMH#60140)
MATERIAL
14 GAGE
NOTES:
STEEL YIELD ASTM A570, Fy=55,000 PSI USE @ ALL 144" BEAM LOCATIONS TYP.
•
•
282"
126"
TYPE 2 SELECTIVE RACK
144"
FRONT VIEW
2
2"
SIDE VIEW
0
lz--1 /214
3 1/4"
MIN. EMBED.
NOTES:
CONFIRM O.A.L. OF ANCHORS WITH INSTALLER TO
ENSURE REQUIRED EMBEDMENT IS OBTAINED.
DESCRIPTION
SIZE
ESR#
DESCRIPTION
HILTI KWIK BOLT TZ ANCHOR
1/2101 X 3-1/4" MIN. EMBED.
1917
REVIEWED FOR
ODE COMPLIANCE
APPROVED
SEP 13 2016
Cid of Tukwit
MEM DIVISION
3 3/8"
F.F.
NOTES:
SEE NOTE #4 ABOVE FOR ANCHOR
SPECS.
12" MIN.
Z
0
cnW
cc
W
cc
W
d
C1
1200 JEFFERSON ST. STE.F ANAEHIM, CA 92807 PH. 714.632.7330 FAX 714.632.7763
3/8"o X 7/8" SLOT
4 PLCS
ROW SPACER
MATERIAL
14 GAGE
DESCRIPTION
STORAGE RACK ELEVATIONS
STEEL YIELD
MAR 0 1 2016
1 1/2"-/
RE -EIVED
3/4" CITY O,ir T U K W I L,
MAR 2 2 2016
PERMIT CENTER
NOTES:
ATTACH WITH (4) 3/8"0 GR_5 ROI TS,
2 • EACH END
CLIENT RAYMOND HANDLING CONCEPTS
DATE 02/25/16
z
Z
z
1
5
JOB NO.
Q-022516-8
SHEET NO.
SCE 1 OF 1
108"
EXIT /
108"
EXIT
10"
0
0
0
0
0
0
DOCK DOOR
DOCK DOOR
DOCK DOOR
cc
0
0
0
0
0
0
DOCK DOOR
DOCK DOOR
WC
SMOKE VENT
EXIT
EXIT
EGRESS PATH
84'-9"
Bulk Storage Area
1
EGRESS PATH
91'-8"
EGRESS PATH
95'-7"
106"
1
0"
119"
SMOKE VENT
r, r Ar
SMOKE VENT
VISIBLE EXIT SIGN
EGRESS PATH
87-0"
36"
41„
2
.moi teatfwrt w+ff t f
rmmc *r. nrrmrr elf a
E
IT
55"
111
REVIEWED FOR
CODE COMPLIANCE
APPROVED
SEP 13 2016
City of Tukwila
BUILDING DIVISION
DESIGN BY:
Raymond Handling Concepts Corporation
"IT'S NOT JUST BUSINESS, IT'S PERSONAL"
FOR ASSISTANCE CALL: 800.675.2500
DESIGN PREPARED FOR:
A -AMERICA
18200 OLYMPIC AVE. S.
TUKWILA, WA 98188
STRUCTURAL ENGINEER:
STRUCTURAL CONCEPTS
1615 YEAGER AVE.
LAVERNE, CA 91750
STRUCTURAL ENGINEER STAMP:
RECEIVED
CITY OF TUKWILA
JUL 18 2016
CORRECTION
PERMIT CENTER LTR#
PROJECT #: 9787
DRAFTER: DAVID NORRIS
REV.#
DESCRIPTION
DATE
1
EGRESS PATHS SHOWN WITH EXIT DOORS
7/11 /16
TO OUR CUSTOMERS:
The information on this drawing is prepared with the
intent of communicating a concept and design that is
the intellectual property of Raymond Handling
Concepts Corporation. It is not intended for other
organizations as a means of quoting, designing / and
or engineering alternatives.
PM: DOUG WILLIAM
DATE: 1/12/2016
SCALE: 1/8" = 1'-0"
SHEET NO.
1
106"
282"
160"
81"
8
'10"
}
FRONT VIEW
TYPICAL BAY
282"
144"
168"
11
12"
c
197"
122"
12
11
205"
SIDE VIEW
BACK TO BACK
12"
1-048"---1
REVIEWED FOR
CODE COMPLIANCE
APPROVED
SEP 13 2016
City of Tukwila
BUILDING DIVISION
FRONT VIEW
TUNNEL
SIDE VIEW
BACK TO BACK
bL &- 0077
DESIGN BY:
Raymond Handling Concepts Corporation
"IT'S NOT JUST BUSINESS, IT'S PERSONAL"
FOR ASSISTANCE CALL: 800.675.2500
DESIGN PREPARED FOR:
A -AMERICA
18200 OLYMPIC AVE. S.
TUKWILA, WA 98188
STRUCTURAL ENGINEER:
STRUCTURAL CONCEPTS
1615 YEAGER AVE.
LAVERNE, CA 91750
STRUCTURAL ENGINEER STAMP:
RECEIVED
CITY OF TUKWILA
JUL 18 2016
PERMIT CENTER
PROJECT #: 9787
DRAFTER: DAVID NORRIS
REV.#
DESCRIPTION
DATE
TO OUR CUSTOMERS:
The information on this drawing is prepared with the
intent of communicating a concept and design that is
the intellectual property of Raymond Handling
Concepts Corporation. It is not intended for other
organizations as a means of quoting, designing / and
or engineering alternatives.
PM: DOUG WILLIAM
DATE: 1/12/2016
SCALE: 1/8" =
SHEET NO.