HomeMy WebLinkAboutPermit D15-0042 - RELIANT CORPORATION - STORAGE RACKSRELIANT CORPORATION
360 MIDLAND DR
D15-0042
City of Tukwila
Department of Community Development
• 6300 Southcenter Boulevard, Suite #100
Tukwila, Washington 98188
Phone: 206-431-3670
Inspection Request Line: 206-438-9350
Web site: http://www.TukwilaWA.gov
DEVELOPMENT PERMIT
Parcel No: 8836500100 Permit Number: D15-0042
Address: 360 MIDLAND DR Issue Date: 6/23/2015
Permit Expires On: 12/20/2015
Project Name: RELIANT CORPORATION
Owner:
Name: AMB PROPERTY CORP/ATTN: REA
Address: 60 STATE ST STE 1200, BOSTON, WA,
02109
Contact Person:
Name:
DAVID NORRIS
Address:
3500 WEST VALLEY HWY N SUITE 101,
AUBURN, WA, 98001
Contractor:
Name:
RAYMOND HANDLING CONCEPTS
Address:
4140 BOYCE RD , FREMONT, CA, 94538
License No:
RAYMOHCO34KB
Lender:
Name:
RAYMOND HANDLING CONCEPTS
Address:
4140 BOYCE RD, FREMONT, CA, 94538
Phone: (206) 465-6208
Phone: (253) 333-2109
Expiration Date: 10/5/2015
DESCRIPTION OF WORK:
ERECTING STEEL HIGH PILE STORAGE AND INTERNAL SECURITY FENCE.
Project Valuation: $40,000.00 Fees Collected: $1,415.34
Type of Fire Protection: Sprinklers:
Fire Alarm:
Type of Construction: Occupancy per IBC:
Electrical Service Provided by: TUKWILA FIRE SERVICE Water District: TUKWILA
Sewer District: TUKWILA SEWER SERVICE
Current Codes adopted by the City of Tukwila:
International Building Code Edition:
2012
National Electrical Code:
2014
International Residential Code Edition:
2012
WA Cities Electrical Code:
2014
International Mechanical Code Edition:
2012
WAC 296-466:
2014
Uniform Plumbing Code Edition:
2012
WA State Energy Code:
2012
International Fuel Gas Code:
2012
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 �I�]
" A
Permit Center Authorized Signature: t Date:
I hearby certify that I have read and examined this permit and know the same to be true and correct. All
provisions of law and ordinances governing this work will be complied with, whether specified herein or not.
The granting of this permit does not presume to give authority to violate or cancel the provisions of any other
state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this
development mit nd agree to the conditions attached to this permit.
Signature: Date: h
Print Name:` 7 , 11'lt
VFT
This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if
the work is suspended or abandoned for a period of 180 days from the last inspection.
PERMIT CONDITIONS:
1: 'BUILDING PERMIT CONDITIONS'
2: Work shall be installed in accordance with the approved construction documents, and any changes made
during construction that are not in accordance with the approved construction documents shall be
resubmitted for approval.
3: All permits, inspection record card and approved construction documents shall be kept at the site of work
and shall be open to inspection by the Building Inspector until final inspection approval is granted.
4: When special inspection is required, either the owner or the registered design professional in responsible
charge, shall employ a special inspection agency and notify the Building Official of the appointment prior to
the first building inspection. The special inspector shall furnish inspection reports to the Building Official in
a timely manner.
5: A final report documenting required special inspections and correction of any discrepancies noted in the
inspections shall be submitted to the Building Official. The final inspection report shall be prepared by the
approved special inspection agency and shall be submitted to the Building Official prior to and as a
condition of final inspection approval.
6: All construction shall be done in conformance with the Washington State Building Code and the
Washington State Energy Code.
7: There shall be no occupancy of a building until final inspection has been completed and approved by
Tukwila building inspector. No exception.
8: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila
Permit Center.
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.
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: 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)
14: 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)
16: 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)
17: 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)
18: 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)
19: Flue spaces shall be provided in accordance with International Fire Code Table 3208.3. Required flue
spaces shall be maintained.
20: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances
#2436 and #2437)
21: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply
approval of such condition or violation.
22: 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"
0611 EMERGENCY LIGHTING
4046 SI-EPDXY/EXP CONC
PZ
CITY OF TUKWILA
Community Development Department
• Public Works Department
• Permit Center
6300 Southcenter Blvd., Suite 100
Tulovila, WA 98188
http:Hwww.Tukwi]aWA. gov
SITE LOCATION
Site
Tenant Name:
Building Permit No.
Project No.
Date Application Accepted:
Date Application Expires:
(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"
PROPERTY OWNER
Name:
Address:
City: State: Zip:
CONTACT PERSON — person receiving a]1 project
communication
Name:
S
Address: 0�
✓�
/J 0 . N ,
City: ,/1 w)
V6
St�atle: q 06i Z,P:A
_) V
Phone: ,�/!5V
`tl� ,$
Fax:
Email:
GENERAL CONTRACTOR INFORMA ON
Company Name: kLm
Address: / pZ�
ID 1
'I
l�
City:
ate:
Zip: Jeff
Phone:
Fax:
Contr Reg No.: M&j3
NZ
Exp Date:
Tukwila Business/ens - e No.:M��
i
vWE
King Co Assessor's Tax No.:
Suite Number: Floor:
New Tenant: ❑ .....Yes ❑ ..No
ARCHITECT OF RECORD
Company Name:
Architect Name:
Address:
City: State: Zip:
Phone: Fax:
Email:
ENGINEER OF RECORD
Company Name:
Engineer Name:
Address: t�l /_ f Meler , ,j
City: Stance: Zip:
Phone: goi Fax:
Email: lL I C
LENDER/BOND ISSUED (required for projects $5,000 or
greater per RCW 19.27.095)
Name:
Address: 1,
City: V State: Zip:
H:Wpplications\Forms-Applications On Line\201 I ApplicationsTermit Application Revised - 8-9-11.docx
Revised: August 2011
bh
Page ] of 4
BUILDING PERMIT INFORMATION — 206-431-3670
Valuation of Project (contractor's bid price): $ 19Lr/vu Existing Building Valuation: $
Describe the scope of work (please provide detailed information):
�KCT I WA 1-12 �EIV C
Will there be new rack storage? {....Yes ❑.. No If yes, a separate permit and plan submittal will be required.
Provide All Building Areas in Square Footage Below
Existing
Interior Remodel
Addition to
Existing
Structure
New
Type of
Construction per
IBC
Type of
Occupancy per
IBC
Is' Floor
2"d 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? El ....... Yes El ....... No If "yes", explain:
FIRE PROTECTION/HAZARDOUS MATERIALS:
❑ ....... Sprinklers ❑ ....... Automatic Fire Alarm ❑ .......None ❑ .......Other (specify)
Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ ....... Yes ❑ .......No
If `yes', attach list ofinaterials and storage locations an a separate 8-112"x 11 " paper including quantities and Material Safety Data Sheets.
SEPTIC SYSTEM
❑ ....... On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health
Department.
HAApplicationsTorms-Applications On Line\2011 ApplicationsWermit Application Revised - 8-9-1 Ldocx
Revised: August 2011 Page 2 of 4
bh
PUBLIC WORKS PERMIT INFORMATION — 206-433-0179
Scope of Work (please provide detailed information):
Call before you Dig: 811
Please refer to Public Works Bulletin #1 for fees and estimate sheet.
Water District
❑ ...Tukwila ❑ ... Water District #125 ❑ .. Highline El.. Renton
❑ ...Water Availability Provided
Sewer District
❑ ...Tukwila El... Valley View ❑ . Renton ❑ .. Seattle
❑ ...Sewer Use Certificate ❑ ... Sewer Availability Provided
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 ADDlication (mark boxes which am
❑ ...Civil Plans (Maximum Paper Size — 22" x 34")
❑ ...Technical Information Report (Storm Drainage) ❑ .. Geotechnical Report ❑ ...Traffic Impact Analysis
❑ ...Bond ❑ .. Insurance ❑ .. Easement(s) ❑ .. Maintenance Agreement(s) ❑ ...Hold Harmless — (SAO)
❑ ...Hold Harmless — (ROW)
Proposed Activities (mark boxes that applv):
❑ ...Right-of-way Use - Nonprofit for less than 72 hours ❑ .. Right-of-way Use - Profit for less than 72 hours
❑ ...Right-of-way Use - No Disturbance ❑ .. Right-of-way Use — Potential Disturbance
❑ ...Construction/Excavation/Fill - Right-of-way ❑
Non Right-of-way ❑
❑ ...Total Cut cubic yards
❑ ...Total Fill cubic yards
❑ ...Sanitary Side Sewer
❑ ...Cap or Remove Utilities
❑ ...Frontage Improvements
❑ ...Traffic Control
❑ ...Backflow Prevention - Fire Protection
Irrigation
Domestic Water
❑ .. Work in Flood Zone
❑ .. Storm Drainage
❑ .. Abandon Septic Tank
❑ .. Curb Cut
❑ .. Pavement Cut
❑ .. Looped Fire Line
11
❑ .. Grease Interceptor
❑ .. Channelization
❑ .. Trench Excavation
❑ .. Utility Undergrounding
❑ ...Permanent Water Meter Size... WO #
❑ ...Temporary Water Meter Size.. WO #
❑ ... Water Only Meter Size............ " WO # ❑ ...Deduct Water Meter Size "
❑ ...Sewer Main Extension.............Public ❑ Private ❑
❑ ... Water Main Extension.............Public ❑ Private ❑
FINANCE INFORMATION
Fire Line Size at Property Line Number of Public Fire Hydrant(s)
❑ ... Water ❑ ...Sewer ❑ ...Sewage Treatment
Monthly Service Billing to:
Name: Day Telephone:
Mailing Address:
City State Zip
Water Meter Refund/Billing:
Name: Day Telephone:
Mailing Address:
City State Zip
H:\Appliwtions\Fornis-Applications On Line\2011 ApplicationsTcrmit Application Revised - 8.9-11.docx
Revised: August 2011 Page 3 of 4
bh
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 ONVi Ell OR ARTliMI)7/I!7D AGENT:
Print Name: .. VID me -I Cp
Mailing Address:
Date: 4
Day Telephone:
State Zip
H:Wpplications\Forms-Applications On Line\2011 ApplicationsTe—it Application Revised - 8-9-1 I.docx
Revised: August 2011
bh
Page 4 of 4
DESCRIPTIONS•
PermitTRAK
QUANTITY
PAID
$1,415.34
D15-0042 Address: 360 MIDLAND DR
Apn: 8836500100
$1,415.34
DEVELOPMENT
$1,373.84
PERMIT FEE
R000.322.100.00.00
0.00
$829.90
PLAN CHECK FEE
R000.345.830.00.00
0.00
$539.44
WASHINGTON STATE SURCHARGE
6640.237.114
0.00
$4.50
TECHNOLOGY FEE
$41.50
TECHNOLOGY FEE
TOTALPAID BY RECEIPT: R4558
R000.322.900.04.00
0.00
$41.50
$1,415.34
Date Paid: Tuesday, February 17, 2015
Paid By: RAYMOND HANDLING
Pay Method: CHECK 201866
Printed: Tuesday, February 17, 2015 12:45 PM 1 of 1
RWSYS7EM5
[d
INSPECTION RECORD
.L
Retain a copy with permit
lffSPE 0. PERMIT NO.
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila. WA 9818 (206�431-3 70
Permit Inspection Request Line (206) 438-9350 k'ejq 7;�oat -f
Project:- I
Type of Inspection:' r t
Address:
3 c1.�tr (�� r .
Date Called:
Special Instructions:
f 30�Gt191
Date anted: a.m.
_
T p.m.
/_�
Re Regk�% &
Phone No
rr — ��
�V e
REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be
paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection.
u`a
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
Pro�*ject: n_
71
Type of Inspection:
110
t`1M�A
,(AAC,c�
Address: c�J
_361J roI��� tE
Date Called.
Special Instructions:
Date Wanted: a.m.
if A-K P.M.
Requester:
Phone No:
W �� CJb
Approved per applicable codes. txCorrections required prior to approval.
'COMMENTS: r �5_3 2J2>3 Z ( Clc\
141
Dater/�
ld
REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be
paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection.
INSPECTION RECORD
Retain a copy with permit ���
INS ION 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
P.o" ct:
�� l CAP
Type of inspection:
0vL r yP &YIc
Address:
Vy) be -
Date Called:
Special Instructions: /gym
? I7-31-105
Date Wanted: a.m.
p.m.
Requester:
Phone No:
Approved per applicable codes. Corrections required prior to approval.
COMMENTS:
A Air esm p-c, r I elet SjTr
Inspector: Date:
7 91-/
REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be
paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection.
�c
INSPECTION RECORD
Retain a copy with permit Dl' ( Z
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
Pygfwtlj+ �
Type of Inspect
Address:
0 /� el%l 4)c
Date Calred:
Special Instructions: (j�1
#1
Date Wanted: a.m.
-7`36-1< p.m.
Requester:
Phone No:
Approved per applicable codes. IZI Corrections required prior to approval.
COMMENTS:
yo R i g [a e exT
nspector;
-1-36-
REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be
paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection.
N4
INSPECTION RECORD - - �'Z
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
Pr •eec'tit
� �:l, �V� 6
Type of Inspection: (
Address: `
"VI Ir-
Date Called:
Special Instructions: �
A
Date Wanted: a.m.
17-3U-JI p.m.
Requester:
Phone No:
Approved per applicable codes. .corrections required prior to approval.
U paid at 6300 Southcenter Blvd., Suite 100. Call. to schedule reinspection.
Fireproofing
Aggregates
Shotcrete
Concrete
Masonry
A s p h a l t
R o o f i n g
P i l i n g
S t e e l
S o i I s
W o o d
July 31, 2015
File No. 15-205
Building Official
City of Tukwila Building Department
6300 Southcenter Blvd.
Tukwila, WA 98188
Project: Reliant Corporation
Address: 360 Midland Drive
Permit: DI 0042
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 a copy of our
inspection report is 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.
A'�X l___-----
Kimberle Anderson
President
CC: Raymond Handling Concepts -David Norris
Reliant Corporation -Scott Nguyen
RECEIVED
CITY OF TUKWILA
JUL 3 12015
PERMIT CENTER
Tel: (425) 881-5812 Fax (425) 881-5441 - 7126 180th Ave. NE - P.O. Box 2523 - Redmond, WA 98073
Field Report Report#: 66136
A A R. Testing t_aboratory Inc. 7 i26 i8Uth Ave.N:E., 5+4W�t80, Suite dfol, Redmond, I�UA 98052
Dh'nnn AIR', R21 CZ24 3 C— AIR Roil RAA4
Client: Raymond Handling Concepts Project Number: 15-660
3500 W. Valley Hwy. N, #101 Permit #: D15-0042
Auburn, WA. 98001 Project Name: Reliant Group
Contact: David Norris Address: 360 Midland Drive
Inspection Performed: Proprietary Anchors
Date: 10/15/2015 Time: Temperature:
Dn site to test 8 total Hilti Kwik Bolt-TZ wedge anchors. 5/8" diameter embedded 4" into the
existing slab for rem star shuttle machine floor attachment. All of the bolts were tested to 60 ft./lbs.
Specified in ESH 1917. Bolts were found to be in conformance.
A&CEi l/W
IMY 0s: TI. ►► WIIA
'TRkAIT MINTER
Distribution: F-/� Distribute Client ❑ Distribute Contractor
❑ Distribute Engineer ❑ Distribute Owner Inspector: Horton, Tim
Distribute Municipality ❑ Distribute Other Reviewed by: Michele Guerrini
❑ Distribute Architect ❑ Distribute Other
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#: 060704
AA;12. 'I=est ng Laboratory; Inc, 712618ttfh.Ave N:E., Park180, Suite C10:1,, Redmond, *08-!)52
Phone 425 881.5812 Fax.425:881.5441
Client: Raymond Handling Concepts Project Number: 15-205
3500 W. Valley Hwy, N, #101 Permit #: D15-0042
Auburn, WA. 98001
Project Name: Reliant Corporation
Contact: David Norris Address: 360 Midland Drive
Inspection Performed: See below
Date: 3/2/2015 Time: Temperature:
Verified anchors to be Hilti KBTZ 1/2"x41/2". Verified minimum embedment of 31/4" and hole
;leanliness. Torque was tested with calibrated wrench #132 and was found meeting or exceeding
he 40 ft,/lbs. requirement. All anchors were installed in conformance with manufacturers
-ecommendations and ESR #1917.
RECEIVED
CITY OF TUKWILA
JUL 3 12015
M
PERMIT CENTER
Distribution: Distribute Client ❑ Distribute Contractor
❑
Distribute Engineer inspector: Chandler, Loren g' Distribute Owner
❑J Distribute Municipality ❑ Distribute Other Reviewed by: Michele Guemni
❑ Distribute Architect ❑ Distribute Other
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
CONFIRMATION #:
-1 7- ►/;-/ x �-1 1171
RECEIVED
CITY OF TOKWILA
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.
FIL,@
Structural
Concepts
Project Name : RELIANT CORP
Project Number : P-020315-2LV
Date : 02/ 10/ 15
REVIEWED FOR
CODE COMPLIANCE
APPROVED
1615 Yeager Ave
La Verne, CA. 91750
Tel:909.596.1351 Fax:909.596.7186
e-mail: mail@sceinc.net
Street Address : 560 MIDLAND DRIVE
City/State : TUKWILA WA 98188
Scope of Work : SELECTIVE RACK
2015
ikwila
1IVISION,
RECEIVED
CITY OF TUKWILA
FEB 17 2015
PERMIT CENTER
FEB 1 0 2015
D 115 *,- 60 42--maw
Str, tural
onCepts - -- - - - - - - - --------------
4�Engineering
1200 NJefferson Ste. Ste F Anaheim CA 92807 Tel. 714 632 7330 Fax• 714 632 7763
By: DANNY PHI Project: RELIANT CORP Project #: P-020315-211-V
TABLE OF CONTENTS
TitlePage..............................................................................................................
1
Tableof Contents...................................................................................................
2
Design Data and Definition of Components..........................................................
3
CriticalConfiguration.............................................................................................
4
SeismicLoads.......................................................................................................
5 to 6
Column..................................................................................................................
7
Beamand Connector............................................................................................
8 to 9
Bracing..................................................................................................................
10
Anchors.................................................................................................................
11
BasePlate.............................................................................................................
12
Slabon Grade.......................................................................................................
13
OtherConfigurations.............................................................................................
14 to 15
RELIANT CORP TYPE A Page ) Of j 2/9/2015
Stdoncep
ural
ts
Engineering
' 1200 N Jefferson Ste. Ste F Anaheim. CA 92807 Tel: 714,632.7330 Fax: 714,632,7763
By: DANNY PHI Project: RELIANT CORP Project #: P-020315-21-V
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 oflndustrial 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 6" thick with minimum 2500 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
Frame
Height
Front View: Down Aisle
Longitudinal, Frame
Column
Beam to Column
Connector
Base Plate and
Anchors
Section A: Cross Aisle
(Transverse ) Frame
Horizontal
Brace
Diagonal
Brace
RELIANT CORP TYPE A Page 5 of 1 � 2/9/2015
Str. tural
oncepts
-� Engineering
1200 N. Jefferson Ste. Ste F Anaheim CA 92807 Tel: 714.632.7330 Fax: 714.632.7763
By: DANNY PHI Project: RELIANT CORP Project #: P-020315-21-V
Configuration & Summary: TYPE A SELECTIVE RACK
T
72"
240"
72"
72"
108"
61"
61"
240"
52"
52"
42" 4
**RACK COLUMN REACTIONS
ASD LOADS
AXIAL DL=
113lb
AXIAL LL=
2,250lb
SEISMIC AXIAL Ps=t/-
2,466 /b
BASE MOMENT=
0 in -lb
Seismic criteria # Bm Lvls Frame Depth I Frame Height) # Diagonals I Beam Length Frame Type
Ss=1.438, Fa=1 3 42 in 1 240.0 in 1 4 1 108 in Single Row
Component
Description
STRESS
Column
Fy=55 ksi
INTLK LU75/3x3xl3ga
P=2363 lb, M=19976 in -lb
0.56-OK
Column & Backer
None
None
None
N/A
Beam
Fy=55 ksi
Intlk 30E 3.041Hx2Wx0.063"Thk
Lu=108 in
Capacity: 1874 Ib/pr
0.8-OK
Beam Connector
Fy=55 ksi
Lvl 1: 3 pin OK Mconn=11413 in -lb
Mcap=15230 in -lb
0.75-OK
Brace -Horizontal
Fy=55 ksi
Intlk 1-1/2x1-1/4x3/8x16ga
0.12-OK
Brace -Diagonal
Fy=55 ksi
Intlk 1-1/2xl-1/4x3/8x16ga
0.33-OK
Base Plate
Fy=36 ksi
7x5x3/8 Fixity= 0 in -lb
0.34-OK
Anchor
2 per Base
0.5" x 3.25" Embed HILTI KWIKBOLT TZ ESR 1917 Inspection Reqd (Net Seismic Uplift=1732 Ib)
0.667-OK
Slab & Soil
6" thk x 2500 psi slab on grade. 1000 psf Soil Bearing Pressure
0.24-OK
Level
Load**
Per Level
Beam Spcg
Brace
Story Force
I Transv
Story Force
Longit.
Column
Axial
Column I
Moment
Conn.
Moment
Beam
Connector
1 1,500 lb 72.0 in 52.0 in 130 lb 97 lb 2,363 lb 19,976 "# 11,413 "# 3 pin OK
2 1,500 lb 72.0 in 52.0 in 259 lb
3 1,500 lb 72.0 in 61.0 in 389 lb
61.0 in
193 lb 1,575 lb 8,685 "# 6,245 "# 3 pin OK
290 lb 788 lb 5,211 "# 3,206 "# 3 pin OK
** Load defined as product weight per pair of beams Total: 777 lb 579 lb
RELIANT CORP TYPE A Page � of ( 5 2/9/2015
Str turaI
-- - - oncepts --
Engineering
1200 N. Jefferson Ste. Ste F Anaheim. CA 92807 Tel: 714.632,73 0 Fax: 714 632 7763
By: DANNY PHI Project: RELIANT CORP Project #: P-020315-21-V
Seismic Forces Configuration: TYPE A 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 Ss= 1.438
Transverse (Cross Aisle) Seismic Load
S1= 0.536
V= Cs* Ip*Ws=Cs* Ip* (0.67* P* Prf+ D)
Vt
Fa= 1.000
Cs1= Sds/R
Fv= 1.500
= 0.2397
Cs -max * Ip= 0.2397
Sds=2/3*Ss*Fa= 0.959
Cs2= 0.044*Sds
Vmin= 0.015
Sdi=2/3*S1*Fv= 0.536
= 0.0422
Eff Base Shear=Cs= 0.2397
Transverse
Elevation
Ca=0.4*2/3*Ss*Fa= 0.3835
Cs3= 0.5*S1/R
Ws= (0.67*PLRF1
* PL)+DL (RMI 2.6.2)
(Transverse, Braced Frame Dir.) R= 4.0
= 0.0670
= 3,240 Ib
Ip= 1.0
Cs -max= 0.2397
0.2397 * (225
Ib + 3015 Ib)
.................
PRF1= 1•0' ,
ease Shear Coeff=Cs= 0.2397�
[Et,..transv=vt=
verse= 777 Ib
Pallet Height=hp= 48.0 in
mit StatesCeve/Transverse seismic shear per upright
DL per Beam Lvl= 75 Ib
Level PRODUCT LOAD P
P*0.67*PRF1
DL hi
wi*hi
Fi Fi*(hi+hp/2)
1 1,500 Ib
1,005 Ib
75 Ib 72 in
77,760
129.5 Ib 12,432-#
2 1,500 Ib
1,005 Ib
75 Ib 144 in
155,520
259.0 Ib 43,512-#
3 1,500 Ib
1,005 Ib
75 Ib 216 in
233,280
388.5 Ib 93,240-#
sum: P=4500lb 3,015lb 225 lb W=3240lb 466,560 777lb 7-=149,184
Longitudinal (Downaisie) Seismic Load
Similarly for longitudinal seismic loads, using R=6.0
Ws= (0.67 * PLRF2
* P) + DL
PRf2= 1.0
Csi=Shc/(T*R)= 0.1787
= 3,240 Ib
(Longitudinal,
Unbraced Dir.) R= 6.0
Cs2= 0.0422
Cs=Cs-max*Ip= 0.1787
T= 0.50 sec
Cs3= 0.0447
Vlong= 0.1787 *
[Elongitudinal=
(225 Ib + 3015 Ib)
,
Cs -max= 0.1787
5791b
Limitst3te LeveiLongitseismicshearperupright
Level PRODUC LOAD P
P*0.67*PR12 DL
hi
wi*hi
A
Front View
1 1,500 Ib
1,005 Ib 75 Ib
72 in
77,760
96.5 Ib
2 1,500 Ib
1,005 Ib 75 Ib
144 in
155,520
193.0 Ib
3 1,500 Ib
1,005 Ib 75 Ib
216 in
233,280
289.5 Ib
sum: 3,015lb 225 lb W=3240lb 466,560 579lb
RELIANT CORP TYPE A Page 15- of 1 rj 2/9/2015
Str�Wura_i____
oncepts
ineerin
--_----
�n
J g 9
1200 N. Jefferson Ste. Ste F Anaheim. CA 92807 TeI7 714.632.7330 Fax: 714.632.7763
By: DANNY PHI Project: RELIANT CORP Project #: P-020315-21-V
Downaisle Seismic Loads Configuration: TYPE A SELECTIVE RACK
Determine the story moments by applying portal analysis. The base plate is assumed to provide no fixity.
Seismic Story Forces
Typical Frame made
Viong= 579 Ib r h t oftwocolumns
Vcol=Vlong/2= 290 lb
F1= 97lb
F2= 193 lb
F3= 290 lb
96
n u 4IV area
of rack frame
Typical Frame m
of two columm
�� aili=Dili=�=ilt
Top Vic
Front View si e Vicw
Seismic Story Moments Conceptual System COL
Mbase-max= 0 in -lb <=== Default capacity
Mbase-v= (Vcol*hleff)/2
= 9,988 in -lb <=== Moment going to base
Mbase-eff= Minimum of Mbase-max and Mbase-v
= 0 in -lb PINNED BASE ASSUMED
hl-eff= hl - beam clip height/2
= 69 in Vcol
M 1-1= [Vcol * hleff]-Mbase-eff M 2-2= [Vcol-(Fl)/2] * h2
= (290 lb * 69 in)-0 in -lb = [290 lb - 96.5 Ib]*72 in/2
= 19,976 in -lb = 8,685 in -lb
Mseis= (Mupper+Mlower)/2
Beam to Column
Elevation
Mseis(1-1)=
(19976 in -lb + 8685 in-lb)/2
Mseis(2-2)= (8685 in -lb + 5211 in-lb)/2
=
14,330 in -lb
= 6,948 in -lb
rho=
1.0000
Summary of Forces
LEVEL
hi
Axial Load
Column Moment** Mseismic**
Mend -fixity
Mconn**
Beam Connector
1
72 in
2,363 lb
19,976 in -lb 14,330 in -lb
1,974 in -lb
11,413 in -lb
3 pin OK
2
72 in
1,575 lb
8,685 in -lb 6,948 in -lb
1,974 in -lb
6,245 in -lb
3 pin OK
3
72 in
788 lb
5,211 in -lb 2,606 in -lb
1,974 in -lb
3,206 in -lb
3 pin OK
Mconn= (Mseismic + Mend -fixity)*0.70*rho
Mconn-allow(3 Pin)= 15,230 in -lb
**all moments based on limit states level loading
RELIANT CORP TYPE A Page 6 of 1 '5' 2/9/2015
Str, ural
dtoncepts ---- -- - ---- - ---
Engineering
1200 N. Jefferson Ste, Ste F Anaheim. CA 92807 Tel: 714.632,7330 Fax: 714,632.7763 DANNY PHI Project: RELIANT CORP Project#: P-020315-21-V
Column (Longitudinal Loads) Configuration: TYPE A SELECTIVE RACK
Section Properties
Section: INTLK LU75/3x3x13ga
Aeff = 0.757 inA2
Ix = 1.320 inA4
Sx = 0.879 inA3
rx = 1.320 in
4f= 1.67
E= 29,500 ksi
COLUMN DL= 112 lb
COLUMN PL= 2,250 lb
Mcol= 19,975 in -lb
Sds= 0.9587
1+0.105*Sds= 1.1007
1.4+0.14Sds= 1.5342
1+0.14Sds= 1.1342
0.85+0.14*Sds= 0.9842
B= 0.7000
rho= 1.0000
Axial Analvsis
3.00Xin�
^
Iy = 0.871 in 4
Kx =
1.7
Sy = 0.574 inA3
Lx =
70.5 in
'
ry= 1.080in
Ky=
1.0
F._.y,
Fy-
3.000in
Fy= 55 ksi
Ly =
Cb=
52.0 in
1.0
10.090 in
Cmx= 0.85
I z
!0.75 in
cases are: RMI Sec 2.1
Load Case 5:: (1+0.105*Sds)D + 0.75*(1.4+0.145ds)*B*P + 0. 75*(0. 7*rho*E)<= I.Q ASD Method
axial load coef ..• 0.80546445 * P seismic moment coef ..- 0.5625 * Mcol
Load Case 6.• : (1+0.104*Sds)D + (0.85+0.145ds)*B*P + (0.7*rho*E)<= 1.0, ASD Method
axial load coeff.0.68895 seismic moment coef ..- 0.7 * Mcol
By analysis, Load case 6 governs utilizing loads as such
Axial Load=Pax= 1.134218*112lb + 0.984218*0.7*2250lb Moment=Mx= 0.7*rho*Mcol
= 1,677lb
= 0.7 * 19975 in -lb
= 13,983 in -lb
KxLx/rx = 1.7*70.4795"/1.3196" KyLy/ry = 1*52"/1.08" Fe > Fy/2
= 90.8 = 48.1 Fn= Fy(1-Fy/4Fe)
= 55 ksi*[1-55 ksi/(4*35.3 ksi)]
Fe= n^2E/(KL/r)max^2 Fy/2= 27.5 ksi = 33.6 ksi
= 35.3ksi Pa= Pn/Qc
Pn= Aeff*Fn nc= 1.92 = 25425 Ib/1.92
= 25,425 lb = 13,242 lb
P/Pa= 0.13 < 0.15
Bending Analysis
Check: P/Pa + Mx/Max <_ 1.0
Pno= Ae*Fy
= 0.757 inA2 *55000 psi
= 41,635 lb
Max= My/Qf
= 48345 in-Ib/1.67
= 28,949 in -lb
px= {1/[1-(4c*P/Pcr)]}^-1
= {1/[1-(1.92*1677 Ib/26771 Ib)]}^-1
= 0.88
Combined Stresses
Pao= Pno/4c Myield=My= Sx*Fy
= 41635lb/1.92 = 0.879 inA3 * 55000 psi
= 21,685 lb = 48,345 in -lb
Pcr= nA2EI/(KL)max^2
= n^2*29500 ksi/(1.7*70.4795 in)A2
= 26,771 lb
(1677 Ib/13242 lb) + (13983 in-Ib/28949 in -lb) = 0.56 < 1.0, OK (EQ C5-3)
** For comparison total column stress computed for load case 5 is: 45. 0% loads 1935.5693245 lb Axial and M= 10486 in -lb
RELIANT CORP TYPE A Page -1 Of 115- 2/9/2015
Stri tural
on Cis gineering
"`-- 1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763
By: DANNY PHI Project: RELIANT CORP Project #: P-020315-2i.v
BEAM Contiguration: TYPE A SELECTIVE RACK
DETERMINE ALLOWABLE MOMENT CAPACITY 2.00 in
A) Check compression flanoe for local bucklino (B2.1
w= c - 2*t -2*r
= 1.75 in - 2*0.063 in - 2*0.063 in
= 1.498 in
w/t= 23.78
1=lambda= [1.052/(k)^0.5] * (w/t) * (Fy/E)^0.5 Eq. B2.1-4
= [1.052/(4)^0.5] * 23.78 * (55/29500)^0.5
= 0.54 < 0.673, Flange is fully effective Eq. B2.1-1
B) check web for local buckling per section b2.3
fl(comp)= Fy*(y3/y2)= 48.30 ksi
f2(tension)= Fy*(yl/y2)= 100.06 ksi
Y= f2/f1 Eq. B2.3-5
_ -2.072
k= 4 + 2*(1-Y)^3 + 2*(1-Y) Eq. B2.3-4
= 68.13
flat depth=w= yl+y3
= 2.789 in w/t= 44.26984127
1=lambda= [1.052/(k)^0.5] * (w/t) * (fl/E)^0.5
= [1.052/(68.13)^0.5] * 2.789 * (48.3/29500)^0.5
= 0.228 < 0.673
be=w= 2.789 in b2= be/2
bl= be(3-Y) = 1.39 in
= 0.55
bl+b2= 1.940 in > 0.90794 in, Web is fully effective
Determine effect of cold working on steel yield point (Fya) per section A7.2
Fya= C*Fyc + (1-C)*Fy (EQ A7.2-1)
Lcorner=Lc= (p/2) * (r + t/2)
0.148 in C= 2*Lc/(Lf+2*Lc)
Lflange-top=Lf= 1.498 in = 0.165 in
m= 0.192*(Fu/Fy) - 0.068 (EQ A7.2-4)
= 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 (EQ A7.2-2)
= 78.485 ksi
Thus, Fya-top= 58.88 ksi (tension stress at top)
Fya-bottom= Fya*Ycg/(depth -Ycg)
= 114.29 ksi (tension stress at bottom)
Check allowable tension stress for bottom flange
Lflange-bot=Lfb= Lbottom - 2*r*-2*t
= 1.748 in
Cbottom=Cb= 2*Lc/(Lfb+2*Lc)
= 0.145
Fy-bottom=Fyb= Cb*Fyc + (1-Cb)*Fyf
= 58.40 ksi
r1.75 in
3.041 in
1.625 in
0,063 in
Beam= Intilk 30E 3.041Hx2Wx0.063" T'
Ix= 0.665 in^4
Sx= 0.413 in^3
Ycg= 2.007 in
t= 0.063 in
OK Bend Radius=r= 0.063 in
Fy=Fyv= 55.00 ksi
Fu=Fuv= 65.00 ksi
E= 29500 ksi
Eq B2.3-2 top flange=b= 1.750 in
bottom flange= 2.000 in
Web depth= '11"Fv i^
f1(comp)
depth
(EQ A7.2-3)
Fya= (Fya-top)*(Fyb/Fya-bottom)
= 30.09 ksi
if F= 0.95 Then F*Mn=F*Fya*Sx= 11.80 to-k
yl= Ycg-t-r= 1.881 in
y2= depth-Ycg= 1.034 in
y3= y2-t-r= 0.908 in
P
Str tural
�on is - - - -- ----- - ---- ------------- --
^engineering
1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763
By: DANNY PHI Project: RELIANT CORP Project #: P-020315-2LV
BEAM Contiguration: TYPE A SELECTIVE RACK
RMI Section 5.2, PT II
Section
Beam= Intlk 30E 3.041Hx2Wx0.063"Thk
Tx=Th= 0 665 in^4 2.00 in
Sx= 0.413 in^3
t= 0.063 in E= 29500 ksi
Fy=Fyv= 55 ksi F= 150.0
Fu=Fuv= 65 ksi L= 108 in
Fya= 58.9 ksi Beam Level= 1
P=Product Load= 1,500 lb/pair
D=Dead Load= 75lb/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 RMI2.2, item 8
FOR DL=2% of PL,
W= 1.599
Rm= 1 - [(2*F*L)/(6*E*Ib + 3*F*L)]
1 - (2*150*108 in)/[(6*29500 ksi*0.665 inA3)+(3*150*108 in)]
= 0.805
if F= 0.95
Then F*Mn=F*Fya*Sx= 23.10 in-k
Thus, allowable load
per beam pair=W= F*Mn*8*(# of beams)/(L*Rm*W)
= 23.1 in-k * 8 * 2/(108in * 0.805 * 1.599)
= 2,659 Ib/pair allowable load based on bending stress
Mend= W*L*(1-Rm)/8
= (2659 lb/2) * 108 in * (1-0.805)/8
= 3,500 in -lb @ 2659 lb max allowable load
= 1,974 in -lb @ 1500 lb imposed product load
2. Check Deflection Stress Allowable Loads
Dmax= Dss*Rd
Rd= 1 - (4*F*L)/(5*F*L + 10*E*Ib)
= 1 - (4*150*108 in)/[(5*150*108 in)+(10*29500 ksi*0.665 inA4)]
= 0.766 in
if Dmax= L/180 Based on L1180 Deflection Criteria
and Dss= 5*W*LA3/(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*LA2*Rd)
= 384*0.665 inA4*2/[180*5*(108 in)^2*0.766)
= 1,874 Ib/pair allowable load based on deflection limits
,L 1.75 in
3.041 in
1
1.625 in
0.063 in
Allowable Deflection= L/180
= 0.600 in
Deflection at imposed Load= 0.480 in
Thus, based on the least capacity of item 1 and 2 above: Allowable load= 1,874 lb/pair
Imposed Product Load= 1,500 lb/pair
Beam Stress= 0.8 Beam atLevel I
C
nninooninn
°r 1200 N. Jefferson Ste Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763
By: DANNY PHI Project: RELIANT CORP Project #: P-020315-21-V
3 Pin Beam to Column Connection TYPE A SELECTIVE RACK
e beam end moments shown herein show the result ot the maximum induced ixe end monents torm seismic + static oa s and the co e
mandated minimum value of 1.5%(DL+PL)
Mconn max= (Mseismic + Mend-fixity)*0.70*Rho Pi rho= 1.0000:
= 11,413 in -lb Load at level 1
Connector Type= 3 Pin
Shear Capacity of Pin
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 * 0.1507inA2
= 3,315 lb
Bearing Capacity of Pin
tcol= 0.090 in Fu= 65,000 psi
Omega= 2.22 a= 2.22
Pbearing= alpha * Fu * diam * tcol/Omega
= 2.22 * 65000 psi * 0.438 in * 0.09 in/2.22
= 2,562 lb < 3315 lb
Moment Capacity of Bracket
Edge Distance=E= 1.00 in Pin Spacing= 2.0 in
C= P1+P2+P3 tclip= 0.18 in
= Pl+Pl*(2.5"/4.5")+Pl*(0.5"/4.5")
= 1.667 * P1
Mcap= Sclip * Fbending
= 0.127in^3*0.66*Fy
= 4,610 in -lb
Pclip= Mcap/(1.667 * d)
= 4610.1 in-lb/(1.667 * 0.5 in)
= 5,531 lb
P2
P3
1/2"
12„
C*d= Mcap = 1.667
Thus, P1= 2,562 lb
Mconn-allow=[Pl*4.5"+Pl*(2.5"/4.5")*2.5"+Pl*(0.5"/4.5")*0.5"]
= 2562 LB*[4.5"+(2.5"/4.5")*2.5"+ (0.5"/4.5")*0.5"]
= 15,230 in -lb > Mconn max, OK
Fy= 55,000 psi
Sclip= 0.127 inA3
d= E/2
= 0.50 in
RELIANT CORP TYPE A Page Cr of 15- 2/9/2015
Str turaI
�oncepts Engineering
1200 N. Jefferson Ste Ste F Anaheim. CA 92807 Tel: 714.632.7330 Fax: 714.632.7763
By: DANNY PHI Project: RELIANT CORP Project #: P-020315-21-V
Transverse Brace Configuration: TYPE A SELECTIVE RACK
Section Properties
Diagonal Member= Intik 1-1/2x1-1/4x3/8x16ga Horizontal Member= Intlk 1-1/2xl-1/4x3/8xl6ga
Area= 0.258 inA2 1.500 in Area= 0.258 inA2
r min= 0.460 in r min= 0.460 in
i.soo
Fy= 55,000 psi -T Fy= 55,000 psi
K= 1.0 1.250 in K= 1.0 1.250
Qc= 1.92 w
k— 0.25 in -1 0.25 in
Frame Dimensions
Bottom Panel Height=H= 61.0 in Clear Depth=D-B*2= 36.0 in
Frame Depth=D= 42.0 in X Brace= NO
Column Width=B= 3.0 in rho= 1.00
0
Load Case 6:: (1 +�L1Q4 r O.85+0.14Sds)*B*P + [0.7*rho*E]<= 1. 0, ASD Method
Vtransverse= 777Ib
Vb=Vtransv*0.7*rho= 777 Ib * 0.7 * 1
= 5441b
Ldiag= [(D-B*2)^2 + (H-6")A2]^1/2
= 65.7 in
Pmax= V*(Ldiag/D) * 0.75
= 638 Ib
axial load on diagonal brace member
Pn= AREA*Fn
= 0.258 inA2 * 14278 psi
= 3,682lb
Pallow= Pn/S2
= 3682 Ib /1.92
= 1,918 Ib
Pn/Pallow= 0.33 <= 1.0 OK
Horizontal brace
Vb=Vtransv*0.7*rho= 544 1b
(kl/r)= (k * Ldiag)/r min
_ (1x65.7in/0.46in)
= 142.8 in
Fe= pi^2*E/(kl/r)^2
= 14,278 psi
Since Fe<Fy/2,
Fn= Fe
= 14,278 psi
Vb
3" :t
B -ft
Tyoical 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
(kl/r)= (k * Lhoriz)/r min Fe= pi^2*E/(kl/r)^2 Fy/2= 27,500 psi
_ (1 x 42 in) /0.46 in = 34,928 psi
= 91.3 in
Since Fe>Fy/2, Fn=Fy*(1-fy/4fe) Pn= AREA*Fn Pallow= Pn/4c
= 33,348 psi = 0.258inA2*33348 psi = 8601 Ib /1.92
= 8,601 Ib = 4,479 Ib
Pn/Pallow= 0.12 <= 1.0 OK
T
L
RELIANT CORP TYPE A Page 0 of (j 2/9/2015
Sttoncepts--
ural
--- --
Engineering
1200 N Jefferson Ste Ste F Anaheim CA 92807 Tel: 714,632,7330 Fax: 714.632,7763
By: DANNY PHI Project: RELIANT CORP Project #: P-020315-21-V
Single Row Frame Overturning Configuration: TYPE A SELECTIVE RACK
Loads
Critical Load case(s):
1) RMI Sec 2.1, item 9: (0.6-0.14Sds)D + (0.6-0.14Sds)*B*Papp - 0.7*E*rho hp a <.
' I T 1
Sds=
0.9587
Vtrans=V=E=Qe= 777 lb
(0.6-0.14Sds)=
0.4658
DEAD LOAD PER UPRIGHT=D= 225 lb
(0.9-0.2Sds)=
0.7083
PRODUCT LOAD PER UPRIGHT=P= 4,500 lb
B=
..... .......... ..
1.0000
Papp=P*0.67= 3,015 lb
rho=
1.0000
Vst LC1=Wst1=(0.465782*D + 0.465782*Papp*1)= 1,509 lb
Frame Depth=Df=
42.0 in
Product Load Top Level, Ptop= 1,500 lb
Htop-Ivl=H=
216.0 in
DL/Lvl= 75 lb
# Levels=
3
Seismic Ovt based on E, E(Fi*hi)= 149,184 in -lb
# Anchors/Base=
2
height/denth ratio= 5.1 in
hp=
48.0 in
If Df�
SIDE ELEVATTON
A Fully Loaded Rack h=H+h
2= 240.0 in
Load case 1:
Movt= E(Fi*hi)*0.7*E*rho Mst= Wstl * Df/2
T= (Movt-Mst)/Df
= 104,429 in -lb = 1509 lb * 42 in/2
= (104429 in -lb - 31689 in-lb)/42 in
= 31,689 in -lb
= 1,732 lb Net Uplift per Column
Net Seismic U lift= 1,732 lb
B Top Level Loaded Only
Load case 1:
0 V1=Vtop= Cs * Ip * Ptop >= 350 lb for H/D >6.0
Movt= [V1*h + V2 * H/2]*0.7*rho
= 0.2397 * 1500 lb
= 64,482 in -lb
= 360 lb
T= (Movt-Mst)/Df
Vleff= 360 Ib Critical Level= 3
= (64482 in -lb - 16873 in-lb)/42 in
V2=VDT= Cs*Ip*D Cs*Ip= 0.2397
= 1,134 lb Net Uplift per Column
= 54lb
Mst= (0.465782*D + 0.465782*Ptop*1) * 42 in/2
= 16,873 in -lb
Net Seismic U lift= 1,134 lb
Anchor
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= 1,250 lb L.A. City Jurisdiction? NO Tcap*Phi= 1,250 lb
Shear Capacity=Vcap= 1,840 lb Phi= 1 Vcap*Phi= 1,840 lb
Fully Loaded: (866 Ib/1250 lb)-1 + (194 Ib/1840 Ib)^1 = 0.80 <= 1.2 OK
Top Level Loaded: (567 Ib/1250 Ib)^1 + (89 Ib/1840 Ib)^1 = 0.50 <= 1.2 OK
RELIANT CORP TYPE A Page 0 of 1 2/9/2015
Str t"al
oncepts
Engineering
1200 N. Jefferson Ste Ste F Anaheim. CA 92807 Tel: 714,632.7330 Fax: 714.632.7763
By: DANNY PHI Project: RELIANT CORP Project #: P-020315-21-V
Base Plate Configuration: TYPE A SELECTIVE RACK
P
Section 0 a —'
Baseplate= 7x5x3/8
Eff Width=W = 7.00 in a = 2.50 in Mb
Eff Depth=D = 5.00 in Anchor c.c. =2*a=d = 5.00 in
Column Width=b = 3.00 in N=# Anchor/Base= 2 I I b Ir b
Column Depth=dc = 3.00 in Fy = 36,000 psi w —
L = 2.00 in
Plate Thickness=t = 0.375 in
Downaisle Elevation
Down Aisle Loads Load Case 5::
(1+0.105*5ds)D + 0.75*j(1.4+0.145ds)*B*P + 0.75*[0.7*rho*E7<= 1.a ASD Method
COLUMN DL= 113 Ib
Axial=P= 1.1006635 * 112.5 lb + 0.75 * (1.534218 * 0.7 * 2250 lb)
COLUMN PL= 2,250 lb
= 1,936 lb
Base Moment= 0 in -lb
Mb= Base Moment* 0.75*0.7*rho
1+0.105*Sds= 1.1007
= 0 in -lb * 0.75*0.7*rho
1.4+0.14Sds= 1.5342
= 0 in -lb Efff
B= 0.7000
F Axial Load P = 1,936 lb Mbase=Mb = 0 in -lb Effe
Axial stress=fa = P/A = P/(D*W)
M1= wLA2/2= fa*LA2/2
= 55 psi
= 111 in -lb
Moment Stress=fb = M/S = 6*Mb/[(D*B^2]
Moment Stress=fb2 = 2 * fb * L/W
= 0.0 psi
= 0.0 psi
Moment Stress=fbl = fb-fb2
M2= fbl*LA2)/2 I
= 0.0 psi = 0 in -lb
M3 = (1/2)*fb2*L*(2/3)*L = (1/3)*fb2*LA2 Mtotal = M1+M2+M3
= 0 in -lb = 111 in-lb/in
S-plate = (1)(t^2)/6 Fb = 0.75*Fy
= 0.023 inA3/in = 27,000 psi
fb/Fb = Mtotal/[(S-plate)(Fb)] F'p= 0.7*F'c
0.17 OK = 1,750 psi OK
Tanchor =(Mb-(PLapp*0.75*0.46)(a))/[(d)*N/2] Tallow= 1,250 lb OK
= -755 Ib No Tension
)ads Coca//back RMl5e2..1, item 4:(1+0.115d5)DL+(1+0.145D5)PZV..754&10.75-1.0,ASOMethod Check uplift load onI
Pstatic= 1,936 lb
Movt*0.75*0.7*rho= 78,322 in -lb Pseismic= Movt/Frame Depth
Frame Depth= 42.0 in = 1,865 lb
P=Pstatic+Pseismic= 3,801lb
b =Column Depth= 3.00 in
L =Base Plate Depth -Col Depth= 2.00 in
fa = P/A = P/(D*W)
= 109 psi
Sbase/in = (1)(t^2)/6
= 0.023 inA3/in
fb/Fb = M/[(S-plate)(Fb)]
= 0.34 OK
M= wLA2/2= fa*LA2/2
= 217 in-lb/in
Fbase = 0.75*Fy
= 27,000 psi
ieck uplift forces on baseplate with 2 or more anchors per RMI 7.2.2.
'hen the base plate configuration consists of two anchor bolts located on either side
the column and a net uplift force exists, the minimum base plate thickness
all 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"
T
~ci
Mu Ta
Ta
Elevation
Uplift per Column= 1,732 lb
Qty Anchor per BP= 2
Net Tension per anchor=Ta= 866 lb
c= 2.00 in
Mu=Moment on Baseplate due to uplift= Ta*c/2
= 866 in -lb
Splate= 0.117 inA3
OK
RELIANT CORP TYPE A Page �Z of V 2/9/2015
Sttural
r
-- - doncept§ -- _
Engineering
By: DANNY PHI Project: RELIANT CORP Project #: P-020315-21-V
Slab on Grade Configuration: TYPE A SELECTIVE RACK
-----------
Concrete
fc= 2,500 psi
slab
- D
t
e
Fb
tslab=t= 6.0 in
Cross
teff= 6.0 in
- - -
Aisle
phi !�= 0.6
x �I
�. - c
Y �I
J
-
'
B �--
{
Soil
fsoil= 1,000 psf
L
.. ...
...... p... own Aisle
.........
Movt= 104,429 in -lb
SLAB ELEVATION
Frame depth= 42.0 in
Baseplate Plan View
Sds= 0.959
Base Plate
0.2*Sds= 0.192
Effec. Baseplate width=B= 7.00 In
width=a= 3.00 in
x- 0.600
_.
Effec. Baseplate Depth=D= 5.00 In
depth=b= 3.00 in
R=B/D= 1.400
midway dirt face of column to edge of plate=c= 5.00 in
F'CA0.5= 50.00 psi
Column Loads
midway disc face of column to edge of plate=e= 4.00 in
DEAD LOAD=D= 113 lb per column
Load Case 1) (1.2+0.2Sds)D + (1.2+0.2Sds)*B*P+ rho*E RMI SEC 2.2 EQTN 5
UnfactoredA5Dload
= 1.39174 * 113 lb + 1.39174 * 0.7 * 2250 lb + 1 * 2486 lb
PRODUCT LOAD=P= 2,250 lb per column
= 4,835 lb
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= 1,508 Ib per column
= 0.70826 * 113 lb + 0.70826 * 0.7 * 1507.5 lb + 1 * 2486 lb
P-seismic=E= (Movt/Frame depth)
= 3,313 lb
= 2,486 lb per column
Load Case 3) 1.2*D + 1.4*P
RMI SEC 2.2 EQTN 1,2
unfactored Limit 5tate load
= 1.2*113 lb + 1.4*2250 lb
__....................... _...._...--....._.......
B= 0.7000 ,
= 3,285 lb
rho= 1.0000
Load Case 4) 1.2*D + 1.0*P + 1.0E
AQ 318-115tt9.2.1, CyN9-5
Sds= 0.9587
= 4,872 lb
1.2 + 0.2*Sds= 1.3917
Effective Column Load=Pu= 4,872 lb per column
0. 9 - 0.20Sds= 0.7083
Puncture
Apunct= [(c+t)+(e+t)]*2*t
= 252.0 inA2
Fpunctl= [(4/3 + 8/(3*R)] * *(F'C^0.5) fv/Fv= Pu/(Apunct*Fpunct)
= 97.1 psi = 0.242 < 1 OK
Fpunct2= 2.66 * X * (F'CA0.5)
= 79.8 psi
Fpunct eff= 79.8 psi
Slab Bending
Pse=DL+PL+E= 4,872 lb
Asoil= (Pse*144)/(fsoil) L= (Asoil)^0.5 y= (c*e)^0.5 + 2*t
= 702 inA2 = 26.50 in = 16.5 in
x= (L-y)/2 M= w*x^2/2 S-slab= 1*teff^2/6
= 5.0 in = (fsoil*x^2)/(144*2) = 6.0 inA3
Fb= 5*(phi)*(fc)^0.5 = 87.2 in -lb fb/Fb= M/(S-slab*Fb)
. = 150. psi = 0.097 < 1, OK
RELIANT CORP TYPE A Page (; of 2/9/2015
Str tural
- - --- �oncepts — - - ----- - --- -- --- ---
�# h
- Engineering
1200 N Jefferson Ste. Ste F Anaheim. CA 92807 Tel. 714 6 2 7330 Fax• 714 6 2 776
By: DANNY PHI Project: RELIANT CORP Project #: P-020315-2LV
Configuration & Summary: TYPE B SELECTIVE RACK
**RACK COLUMN REACUON5
ASO LOADS
72" 61 AXIAL DL= 113 /b
AXIAL LL= 2,250 /b
61 " 5EI5MICAXIAL Ps= t/- 3,164 lb
240 BASE MOMENT= 0 in -lb
72" 240"
52"
72" 52"
— - --�— \� —
+ 108" 1
33" 4 �— 33
Seismic Criteria # Bm Lvis Frame Depth Frame Height # Diagonals Beam Length I Frame Type
Ss=1.438, Fa=1 3 33 in 240.0 in 1 4 108 in I Sinole Row
Component
Description
STRESS
Column
Fy=55 ksi
INTLK LU75/3x3xl3ga
P=2363 lb, M=19976 in -lb
0.56-OK
Column & Backer
None
None
None
N/A
Beam
Fy=55 ksi
Intlk 30E 3.041Hx2Wx0.063"Thk
Lu=108 in
Capacity: 1874 Ib/pr
0.8-OK
Beam Connector
Fy=55 ksi
Lvl 1: 3 pin OK Mconn=11413 in -lb
Mcap=15230 in -lb
0.75-OK
Brace -Horizontal
Fy=55 ksi
Intlk 1-1/2x1-1/4x3/8x16ga
0.1-OK
Brace -Diagonal
Fy=55 ksi
Intlk 1-1/2x1-1/4x3/8x16ga
0.34-OK
Base Plate
Fy=36 ksi
7x5x3/8 Fixity= 0 in -lb
0.39-OK
Anchor
2 per Base
0.5" x 3.25" Embed HILTI KWIKBOLT TZ ESR 1917 Inspection Reqd (Net Seismic Uplift=2410 lb)
0.892-OK
Slab & Soil
6" thk x 2500 psi slab on grade. 1000 psf Soil Bearing Pressure
0.28-OK
Level
Load**
Per Level
Beam Spcg
Brace
Story Force
I Transv
Story Force
Longit.
Column
Axial
Column
Moment
Conn.
Moment
Beam
Connector
1 1,500 lb 72.0 in 52.0 in 130 lb 97 lb 2,363 lb 19,976 "# 11,413 "# 3 pin OK
G l,JUU ID /L.0 in
3 1,500 lb 72.0 in
sz.0 in ZS9 Ib 193 lb 1,575 lb 8,685 "# 6,245 "# 3 pin OK
61.0 in 389 lb 290 lb 788 lb 5,211 "# 3,206 "# 3 pin OK
61.0 in
- soda aenneo as proaua weignt per pair or oeams Total: 777 lb 579 lb
Notes
RELIANT CORP TYPE B Page \j� of 1+j 2/9/2015
S'toncepts
Ural
------ ----- -- -
°, Engineering
1200 N. Jefferson Ste. Ste F Anaheim CA 92807 Tel: 714.632.7330 Fax: 714.632.7763
By: DANNY PHI Project: RELIANT CORP Project #: P-020315-2LV
Configuration & Summary-, TYPE T SELECTIVE RACK
**RACK COLUMN REACTIONS
ASD LOADS
72" 61 AXIAL DL= 113lb
AXIAL LL= 2,6251b
61 " SEISMIC AXIAL PS=+/- 3,040 lb
240 BASE MOMENT= 0 in -lb
72" 240"
52"
72" 52"
144" 42" 42" 4
Seismic Criteria # Bm Lvls Frame Depth I Frame Heightl # Diagonals I Beam Length Frame Type
Ss=1.438, Fa=1 3 42 in 1 240.0 in 1 4 1 144 in Sincile Row
Component
Description
STRESS
Column
Fy=55 ksi
INTLK LU75/3x3xl3ga
P=2738 lb, M=23081 in -lb
0.65-OK
Column & Backer
None
None
None
N/A
Beam
Fy=55 ksi
Intlk 40E 4Hx2.75Wx0.063"Thk
Lu=144 in
Capacity: 2323 Ib/pr
0.97-OK
Beam Connector
Fy=55 ksi
Lvl 2: 3 pin OK Mconn=8015 in -lb
Mcap=15230 in -lb
0.53-OK
Brace -Horizontal
Fy=55 ksi
Intlk 1-1/2x1-1/4x3/8x16ga
0.14-OK
Brace -Diagonal
Fy=55 ksi
Intlk 1-1/2x1-1/4x3/8x16ga
0.38-OK
Base Plate
Fy=36 ksi
7x5x3/8 Fixity= 0 in -lb
0.41-OK
Anchor
2 per Base
0.5" x 3.25" Embed HIM KWIKBOLT TZ ESR 1917 Inspection Reqd (Net Seismic Uplift=2168 lb)
0.825-OK
Slab & Soil
6" thk x 2500 psi slab on grade. 1000 psf Soil Bearing Pressure
0.29-OK
Level
Load**
Per Level
Beam Spcg
Brace
Story Force
I Transv
Story Force
I Longit.
I Column
Axial I
Column
Moment
Conn.
I Moment
Beam
Connector
L L,L--)u ID /L.0 in bz.0 in JJ4 In 249 10 2,325 Ib 11,223 "# 8,015 "# 3 pin OK
3 2,250 lb 72.0 in 61.0 in 502 lb 374 lb, 1,163 lb 6,734 "# 4,087 "# 3 pin OK
61.0 in
Load detined as product weight per pair of beams Total: 897 lb 669 lb
Notes
RELIANT CORP TYPE T Page \5 of 15- 2/9/2015
City of Tukwila
Jim Haggerton, Mayor
Department of Community Development Jack Pace, Director
April 09, 2015
DAVID NORRIS
3500 WEST VALLEY HWY N
AUBURN, WA 98001
RE: Correction Letter # 2
DEVELOPMENT Permit Application Number D15-0042
RELIANT CORPORATION - 360 MIDLAND DR
Dear DAVID NORRIS,
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) Need to confirm that the furniture to be stored is indeed Class 3 and not Class 4 commodity. Existing ceiling
sprinkler density will not support Class 4 storage.
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. D15-0042
63on.Cnuthrvntvr Rnij1Pvnrd .CIIit0 #Inn a Tn")iln Wnchinotnn 9RIRR • Phnno ?06-431-3670 a Fnr ?06-Q31-3665
City of Tukwila
Department of Community Development
February 20, 2015
DAVID NORRIS
3500 WEST VALLEY HWY N
AUBURN, WA 98001
RE: Correction Letter # 1
DEVELOPMENT Permit Application Number D15-0042
RELIANT CORPORATION - 360 MIDLAND DR
Dear DAVID NORRIS,
Jim Haggerton, 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 2406; all sheets shall be the same size. New revised
plan sheets shall be the same size sheets as those previously submitted.)
(If applicable) Structural Drawings and structural calculations sheets by a registered engineer shall have a current
signed stamp -seal. Architectural design sheets and documents by a registered architect shall also have a current
signed stamp -seal.
(BUILDING REVIEW NOTES)
1. Provide a means of egress plan. Dimension 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. Identify path of egress illumination on the plan to show common paths of egress are provided with
emergency illumination. 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. (IBC 107.2.3, Section 1006,
1008.1.6, 1014.3 & 1016.3)
2. Scope of work and plan shows a fenced in area. Provide details for the installation of the fence for that fenced in
area. Provide square footage of all areas (storage area, fenced area, offices).
3. Provide occupant load calculations for all areas per this tenant.
4. Identify all items (materials) stored in the different areas and racks.
FIRE DEPARTMENT: Al Metzler at 206-971-8718 if you have questions regarding these comments.
1) Please provide a detailed description of the types of commodities to be stored on the racks.
2) Please provide the total storage height and the ceiling height.
3) Smoke and heat removal is required for the storage area. Please submit a drawing showing the location of
existing/proposed smoke vents.
4) What is the sprinkler density of the existing ceiling fire sprinkler system?
5) What is the temperature rating of the existing fire sprinklers?
6300 Southcenter Boulevard Suite #100 0 Tukwila Washinzton 98188 • Phone 206-431-3670 9 Fax 206-431-3665
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,
, ", e-
41
Bill Rambo
Permit Technician
File No. D15-0042
6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665
PERMIT COORD COPY
PLAN REVIEW/ROUTING SLIP
PERMIT NUMBER: D15-0042 DATE: 6/10/15
PROJECT NAME: RELIANT CORPORATION
SITE ADDRESS: 360 MIDLAND DR
Original Plan Submittal Revision # before Permit Issued
X Response to Correction Letter # 2 Revision # after Permit Issued
DEPARTMENTS:
AK two, V(015--
Building Division ❑
Fire Prevention ® Planning Division
❑
Public Works ❑
Structural ❑ Permit Coordinator
❑
PRELIMINARY REVIEW:
DATE: 6/11/15
Not Applicable ❑
Structural Review Required
❑
(no approval/review required)
REVIEWER'S INITIALS:
DATE:
APPROVALS OR CORRECTIONS:
DUE DATE: 7/9/15
Approved ❑
Approved with Conditions
Corrections Required ❑
Denied ❑
(corrections entered in Reviews)
(ie: Zoning Issues)
Notation:
REVIEWER'S INITIALS: DATE:
Permit Center Use Only
CORRECTION LETTER MAILED:
Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials:
12/18/2013
PERMIT COORD COPY
PLAN REVIEW/ROUTING SLIP
PERMIT NUMBER: D 15-0042
DATE: 03/20/15
PROJECT NAME: RELIANT CORPORATION
SITE ADDRESS: 350 MIDLAND DR
Original Plan Submittal
X Response to Correction .Letter # 1
DEPARTMENTS:
AMI ,c 5.
Buil ing Division
611 tvvv
Fire Prevention
Revision # before Permit Issued
Revision # after Permit Issued
Planning Division ❑
Public Works ❑ Structural ❑ Permit Coordinator
PRELIMINARY REVIEW: DATE: 03/24/15
Not Applicable ❑ Structural Review Required ❑
(no approval/review required)
REVIEWER'S INITIALS:
DATE:
APPROVALS OR CORRECTIONS: DUE DATE: 04/21/15
Approved ❑
Corrections Required
(corrections entered in Reviews)
Notation:
REVIEWER'S INITIALS:
Approved with Conditions ❑
Denied ❑
(ie: Zoning Issues)
DATE:
Permit Center Use Only
CORRECTION LETTER MAILED: r'1--9
Departments issued corrections: Bldg ❑ Fire QR-- Ping ❑ PW ❑ Staff Initials: �44
12/18/2013
PERMIT COORD COPY
PLAN REVIEW/ROUTING SLIP
PERMIT NUMBER: D15-0042 DATE: 2-17-15
PROJECT NAME: RELIANT CORPORATION
SITE ADDRESS: 360 MIDLAND DR
X Original Plan Submittal Revision # before Permit Issued
Response to Correction Letter # Revision # after Permit Issued
DEPARTMENTS:
f �IIV ` 2-�rI!
Bublding Division
AM 8oVlr
Fire Prevention
Planning Division ❑
Public Works ❑ Structural ❑ Permit Coordinator ❑
PRELIMINARY REVIEW:
Not Applicable ❑
(no approval/review required)
REVIEWER'S INITIALS:
DATE: 2-19-15
Structural Review Required ❑
APPROVALS OR CORRECTIONS: DUE DATE: 3-19-15
Approved ❑ Approved with Conditions ❑
Corrections Required Denied ❑
(corrections entered in Reviews) (ie: Zoning Issues)
Notation:
REVIEWER'S INITIALS: DATE:
Permit Center Use Only
CORRECTION LETTER MAILED:
Departments issued corrections: Bldg �J, Fire Qj— Ping ❑ PW ❑ Staff Initials:
12/18/2013
�Ilty ®f Tukwfla
Department of Community Development
6300 Southcenter Boulevard, Suite #100
Tukwila, Washington 98188
Phone: 206-431-3670
Web site: http://www.TukwilaWA.,iaov
REVISION
SUBMITTAL
Revision submittals must be submitted in person at the Permit Center.
Revisions will not be accepted through the mail, fax, etc.
Date: U- /5 Plan Check/Permit Number: )J % 5 — �� /
❑ Response to Incomplete Letter #
[� Response to Correction Letter #
❑ Revision # after Permit is Issued
❑ Revision requested by a City Building Inspector or Plans Examiner
Project Name:
Project Addre
Contact Person: -2 u %S Phone Number: 5-0-3
Summary of Revision:
Ji e-,-J I `6 wre t c CG l4
1
Sheet Number(s):
"Cloud" or highlight all areas of revision including date
Received at the City of Tukwila Permit Center by: 000
Entered in TRAKiT on
City ®f Tukwila
Department of Community Development
6300 Southcenter Boulevard, Suite #100
Tukwila, Washington 98188
Phone: 206-431-3670
Web site: http://www.Tukwilai�7A.cov
REVISION
SUBMITTAL
Revision submittals must be submitted in person at the Permit Center.
Revisions will not be accepted through the mail, fax, etc.
Date: �DG Plan Check/Permit Number:]) I � - DO *Z1
❑
Response to Incomplete Letter #
5a
Response to Correction Letter # �_
AI^CEIM
CITYQrTux"t.A
❑
Revision # after Permit is Issued
MAR 2 0 2015
❑
Revision requested by a City Building Inspector or Plans Examiner
PERMITCrmNT94
Project Name:
Project Addre,
Contact Person:Phone Number:
Summary of Revision:
Sheet Number(s):
"Cloud" or highlight all areas of revision including date of revision
Received at the City of Tukwila Permit Center by: l�(N
Entered in TRAKiT on (J3b0L
RAYMOND HANDLING CONCFnTS CORP
Page 1 of 2
CWashington State Department of
1-abor & Industries
Home; Inicio en l G an"ol Contact �I
P� Search L&I
A-1 Index Help My Secure I..K` <I
Safety Claims & Insurance Workplace Rights Trades & Licensing
RAYMOND HANDLING CONCEPTS CORP
Owner or tradesperson 41400 BOYCE ROAD
FREMONT, CA94538
Principals 253-333-2100
RAYMOND, STEPHEN
KOEL,STEVE
STERNBERG,PAUL
GABORRO,ALEX
Doing business as
RAYMOND HANDLING CONCEPTS CORP
WA UBI No. Business type
601 785 727 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.
RAYMOHCO34KB
Effective — expiration
05/02/1997-10/05/2015
Bond
.................
FEDERATED MUTUAL INS CO
$12,000.00
Bond account no.
1090263
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
09/08/2014
10/01 /1996
Expiration date
10/01/2015
https:Hsecure.Ini.wa.gov/verify/Detail.aspx?UBI=601785727&LIC=RAYMOHCO34KB&SAW= 6/23/2015
reliant raymond
sprinkler design plan
commodities
:r
GENERAL PROJECT NOTES
3" GENERAL CONFIGURATION 1. DESIGNED PER THE REQUIREMENTS OF THE 2012 IBC, ASCE 7-10
AND THE 2012 RMI RACK DESIGN MANUAL
2. SEISMIC CRITERIA Ss = 1.438, S1 = 0.536, Fa =1.00, Fv = 1.50
HORIZ. OLUMN Ip = 1.0 (NO PUBLIC ACCESS), Sds = 0.959, Sd1=0.536, OCC. CATAG. II,
BRACE SITE CLASS D, SEISMIC DESIGN CLASS D
STORA
ITY: z
OW ---BEAM 3 TYPE AGE 500#C PER LEVEL TYP. Q
TYP SPACER TYPE B = 1500# PER LEVEL TYP.
TYPE T = 2250# PER LEVEL TYP.
COLUMN
4. ANCHORS HILTI KWIK BOLT TZ ESR# 1917 OR POWER SD2 ESR#2502,
1/8" 3/4" TMP' OR ICC & ENGINEER APPROVED EQUAL.
TYP 1/2"0 x 3-1/4" MIN. EMBED.
1 1 /2N (2) ANCHOR PER BASEPLATE
CONNECTOR 5. PERIODIC SPECIAL INSPECTION IS REQUIRED DURING ANCHOR INSTALLATION.
6. CONCRETE THICKNESS & COMPRESSIVE STRENGTH, 6" x 2500 PSI.
7. SOIL BEARING PRESSURE 1000 PSF @ GRADE OR BETTER
8. ALL RACK INSTALLATIONS AND RACKS MANUFACTURED IN CONFORMITY
3/8° WITH THIS STANDARD SHALL DISPLAY IN ONE OR MORE CONSPICUOUS
+ LOCATIONS A PERMANENT PLAQUE EACH NOT LESS THAN 50 SQUARE
1T
DIAG. INCHES IN AREA AND SHOWING THE MAXIMUM PERMISSIBLE UNIT LOAD IN CLEAR, LEGIBLE PRINT.
21 /2" BRACE 9. ALL BOLTS GR. 5 OR BETTER. INSTALL TO SNUG TIGHT FIT WITH ALL PLYS IN FLAT CONTACT
ASE 10. ALL WELDING PERFORMED IN THE SHOP OF AN APPROVED FABRICATOR BY AWS w
IL PLATE CERTIFIED WELDERS USING E70XX ELECTRODE OR BETTER. FIELD WELDS, IF a
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
NOTES: TOP OF THE STORAGE AND THE CEILING SPRINKLER DEFLECTOR. r
USE @ ALL
COLUMN/BASE LOCATIONS TYP.
N
DESCRIPTION BASE PLATE: 7" x 5" DESCRIPTION COLUMN: INTLK LU75 DESCRIPTION BRACING: HORIZ. & DIAG. NOT A DEPICTION OF THIS PROJECT Q0
MATERIAL 3/8" THICK PLATE MATERIAL 13 GAGE THK. MATERIAL 16 GAGE THK. NOTES:
STEEL YIELD ASTM A36, Fy=36,000 PSI STEEL YIELD ASTM A570, Fy=55,000 PSI STEEL YIELD ASTM A570, Fy=55,000 PSI USE @ ALL BRACE LOCATIONS TYP. Q
o
r
V
N
cfl
I
1 8" TYR
-- o
DO
1 3/4" 1"
1 5/8"
c
® i
w
1 5/8" O z
---- 2av Q
OI " ` 3 4
® I 6"
I
2"
`01 i ---- I oz
® I
TYP. 1 /8" 3 1 /32" 11 L
w
7 GA. ' -- 3 3/8"
5/16" 0 SAFETY PIN 7/16" 0 GR 55 RIVET Jo
,> 1 o
■
DESCRIPTION 3-PIN CONNECTOR DESCRIPTION 3-1/32" BEAM (INTLK 30E) NOTES: DESCRIPTION 4" BEAM (INTLK 40E) NOTES:
MATERIAL 7 GAGE NOTES: USE @ALL INTLK BEAM TO COLUMN MATERIAL 15 GAGE USE @ TYPE A & B-108" MATERIAL 15 GAGE USE @ TYPE T-144"
STEEL YIELD ASTM A570, Fy=55,000 PSI CONNECTION LOCATIONS TYP. STEEL YIELD ASTM A570, Fy=55,000 PSI BEAM LOCATIONS TYP. STEEL YIELD ASTM A570, Fy=55,000 PSI INTLK BEAM LOCATIONS TYP.
O Oco
DD
co z Q
REVfEWED FOR ❑ g_
CODE COMPLIANCE 2
APPROVED 0
L ❑
JUN 1 8 2015 J ~
BASE PLATE F.F. City ®f Tukwila
BUILDING DIVISION
0. . L.
1 9/16 12"MIN. 1 9/16" 1 1/2" CITY OF TIUKWILA
------------
I 48-11 1 - FEB 1 2015
I O 3 1 /4
SEE ATTACHED RAYMOND HANDLING CONCEPTS DWG. I— — — — — — — — — — — — — —} MIN. E BED. PERMIT CENTER S
FOR STORAGE RACK ELEVATIONS 3 1 /4° Z Y
U
O O BOL s N
1 Of WA s p
UA
, --1 /2"4
NOTES:
CONFIRM O.A.L. OF ANCHORS WITH INSTALLER TO , JOB NO.
' "`S ' P-020315-2
ENSURE REQUIRED EMBEDMENT IS OBTAINED. f NA `''
DESCRIPTION ROW SPACER DESCRIPTION HILTI KWIK BOLT TZ ANCHOR
icarR a-S SHEET NO.
NOTES: NOTES:
MATERIAL 14 GAGE ATTACH WITH (4) 1/4"0 GR. MATERIAL 1/2" X 3-1/4" MIN. EMBED. SEE NOTES#4 ABOVE FOR SCE 1 OF 1 -
STEEL YIELD ASTM A36, Fy = 36,000 PSI 5 BOLTS, (2) @ EACH END ESR# 1917 ANCHOR SPECS.
` '
ov