HomeMy WebLinkAboutPermit D13-0381 - PEARL DISTRIBUTION - TENANT IMPROVEMENTPEARL DISTRIBUTION
1091 ANDOVER PK E
D13-0381
Parcel No:
Address:
•
City of Tukwila
s
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
2623049106
1091 ANDOVER PARK E
Project Name: PEARL DISTRIBUTION
DEVELOPMENT PERMIT
Permit Number: D13-0381
Issue Date: 1/17/2014
Permit Expires On: 7/16/2014
Owner:
Name:
Address:
Contact Person:
Name:
Address:
Contractor:
Name:
Address:
License No:
Lender:
Name:
Address:
CBRE INC
20415 72ND AVE S #210 C/O
STOCKBRIDGE CAPITAL GP, KENT, WA,
98032
CRAIG PEARL
401 BAKER BL, TUKWILA, WA, 98188
CEDAR RECYCLING INC
411 W VALLEY HWY S , PACIFIC, WA,
98047
CEDARRI981CM
N/A LESS THAN $5,000 .
Phone: (206) 244-2600
Phone: (253) 804-0404
Expiration Date: 2/18/2014
DESCRIPTION OF WORK:
INSTALLATION OF 43 BAYS OF PALLET RACKING TO PLAN AND CODE
Project Valuation: $2,291.00
Type of Fire Protection: Sprinklers: YES
Fire Alarm:
Type of Construction: Occupancy per IBC: 5-2
Electrical Service Provided by: TUKWILA FIRE SERVICE Water District: TUKWILA
Sewer District: TUKWILA SEWER SERVICE
Fees Collected: $250.52
Current Codes adopted by the City of Tukwila:
Internations Building Code Edition:
International Residential Code Edition:
International Mechanical Code Edition:
Uniform Plumbing Code Edition:
2012
2012
2012
2012
International Fuel Gas Code:
WA Cities Electrical Code:
WA State Energy Code:
2012
2012
2012
Public Works Activities:
Channelization/Striping:
Curb Cut/Access/Sidewalk:
Fire Loop Hydrant:
Flood Control Zone:
Hauling/Oversize Load:
Land Altering:
Landscape Irrigation:
Sanitary Side Sewer:
Sewer Main Extension:
Storm Drainage:
Street Use:
Water Main Extension:
Water Meter:
• •
Volumes: Cut: 0 Fill: 0
Number: 0
No
Permit Center Authorized Signature:
I hearby certify that I have read and
provisions of law and ordinances gov
Date:
o611H
ned this permit and know the same to be true and correct. All
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 la : re;ulating construction or the performance of work. I am authorized to sign and obtain this
development •ermand agr - to 'e conditioattached to this permit.
Signature:
Print Name: 6 _/ 4 T
Date:
I /7/6t
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: ***FIRE DEPARTMENT PERMIT CONDITIONS***
2: 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)
3: 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)
4: The total number of fire extinguishers required for an ordinary hazard occupancy with Class A fire hazards
is calculated at one extinguisher for each 1,500 sq. ft. of area. The extinguisher(s) should be of the "All
Purpose" (2A, 20B:C) dry chemical type. Travel distance to any fire extinguisher must be 75' or less. (IFC
906.3) (NFPA 10, 3-2.1)
5: Maintain fire extinguisher coverage throughout.
6: 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 #2328) (IFC 104.2)
•
7: 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 #2328)
8: 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)
9: 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)
10: 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 315.2.1)
11: Flue spaces shall be provided in accordance with International Fire Code Table 2308.3. Required flue
spaces shall be maintained.
12: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire
Prevention Bureau at (206)575-4407.
13: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not
imply approval of such condition or violation.
14: ***BUILDING PERMIT CONDITIONS***
15: 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.
16: 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.
17: 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.
18: 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.
19: All construction shall be done in conformance with the Washington State Building Code and the
Washington State Energy Code.
20: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila
Permit Center.
21: 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.
22: Exits and exit access doors shall be marked by an approved exit sign readily visible from any direction of
egress travel. Access to exits shall be marked by readily visible exit signs in cases where the exit or the
path of egress travel is not immediately visible to the occupants. Exit sign placement shall be such that no
point in an exit access corridor is more than 100 feet (30,480 mm) or the listed viewing distance for the
sign, whichever is less, from the nearest visible exit sign. (IFC 1011.1)
23: Every exit sign and directional exit sign shall have plainly legible letters not less than 6 inches (152 mm)
high with the principal strokes of the letters not less than 0.75 inch (19.1 mm) wide. The word "EXIT"
shall have letters having a width not less than 2 inches (51 mm) wide except the letter "I", and the
minimum spacing between letters shall not be less than 0.375 inch (9.5 mm). Signs larger than the
minimum established in section 1011.5:1 of the International Fire Code shall have letter widths, strokes
and spacing in proportion to their height. The word "EXIT" shall be in high contrast with the background
and shall be clearly discernible when the exit sign illumination means is or is not energized. If an arrow is
provided as part of the exit sign, the construction shall be such that the arrow direction cannot be readily
changed. (IFC 1011.5.1)
• •
24: Exit signs shall be illuminated at all times. To ensure continued illumination for a duration of not less than
90 minutes in case of primary power loss, the sign illumination means shall be connected to an
emergency power system provided from storage batteries, unit equipment or on-site generator. (IFC
1006.1, 1006.2, 1006.3)
25: Emergency lighting facilities shall be arranged to provide initial illumination that is at least an average of 1
foot-candle (11 lux) and a minimum at any point of 0.1 foot-candle (1 lux) measured along the path of
egress at floor level. Illumination levels shall be permitted to decline to 0.6 foot-candle (6 lux) average
and a minimum at any point of 0.06 foot-candle (0.6 lux) at the end of the emergency lighting time
duration. A maximum -to -minimum illumination uniformity ratio of 40 to 1 shall not be exceeded. (IFC
1006.4)
PERMIT INSPECTIONS REQUIRED
Permit Inspection Line: (206) 438-9350
1700 BUILDING FINAL**
0611 EMERGENCY LIGHTING
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. \?r ')3g
Project No.
Date Application Accepted:
(Qk9
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**
SITE LOCATION
Site Address:
1091 Andover Park/ E
King Co Assessor's Tax No.: 2623049106
Suite Number: B Floor:
Tenant Name: Pearl distribution
PROPERTY OWNER
Name: 61.111-1 oh '
Name: CBRE
Address: t 4 I vile ) ✓o
Address: 1071 Andover Park W
City: V) L wl L6.. State: 1440
City: Tukwila State: WA
Zip: 98188
CONTACT PERSON — person receiving all project
communication
Name: 61.111-1 oh '
Address: 411 W Valley Hwy S
Address: t 4 I vile ) ✓o
Phone: (253) 804-0404 Fax: (253) 804-2702
City: V) L wl L6.. State: 1440
Zip:�/(,S/
Phone: 9,9 le a ti y ,akbD Fax: .0 iE7
,/ 3v
.Email:
GENERAL CONTRACTOR INFORMATION
Company Name: Cedar Recycling -Rusty Rack Guy's
Address: 411 W Valley Hwy S
City: Pacific State: WA Zip: 98047
Phone: (253) 804-0404 Fax: (253) 804-2702
Contr Reg No.: CEDARR1981CM Exp Date: 02/14/2013
Tukwila Business License No.:
H:Wpplications\Forms-Applications On Line\201 I Applications\Permit Application Revised - 8.9-I l.docx
Revised: August 2011
bh
New Tenant: m Yes ❑..No
ARCHITECT OF RECORD
Company Name: Structural Concepts
Engineer Name: Ali Abolhassani
Company Name:
City: Anaheim State: CA Zip: 92807
Phone: (714) 632-7330 Fax: (714) 632-7763
Architect Name:
Address:
City:
State:
Zip:
Phone:
Fax:
Email:
ENGINEER OF RECORD
Company Name: Structural Concepts
Engineer Name: Ali Abolhassani
Address: 1200 N Jefferson ST, Suite F
City: Anaheim State: CA Zip: 92807
Phone: (714) 632-7330 Fax: (714) 632-7763
Email: mail@sceinc.net
LENDER/BOND ISSUED (required for projects $5,000 or
greater per RCW 19.27.095)
Name:
Address:
City: State: Zip:
Page 1 of 4
BUILDING PERMIT INFORMATION— 206-431-3670
Valuation of Project (contractor's bid price): $ 2,291
Describe the scope of work (please provide detailed information):
Installation of 43 Bays Pallet Racking to plan and Code
Will there be new rack storage? ® Yes
Existing Building Valuation: $
❑.. No If yes, a separate permit and plan submittal will be required.
Provide All Building Areas in Square Footage Below
PLANNING DIVISION:
Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches)
*For an Accessory dwelling, provide the following:
Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling:
*Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence.
Number of Parking Stalls Provided: Standard: Compact: Handicap:
Will there be a change in use? D Yes ❑ 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? 0 Yes jAl No
If "yes', attach list of materials and storage locations on a separate 8-1/2"x 11" paper including quantities and Material Safety Data Sheets.
SEPTIC SYSTEM
0 On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health
Department.
H:\Applications\Forms-Applications On Line\2011 Applications\Permit Application Revised - 8-9-I l.docx
Revised: August 2011
bh
Page 2 of 4
Existing
Interior Remodel
Addition to
Existing
Structure
New
Type of
Construction per
IBC
Type of
Occupancy per
IBC
1° Floor
2nd Floor
3rd Floor
Floors thru
Basement
Accessory Structure*
Attached Garage
Detached Garage
Attached Carport
Detached Carport
Covered Deck
Uncovered Deck
PLANNING DIVISION:
Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches)
*For an Accessory dwelling, provide the following:
Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling:
*Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence.
Number of Parking Stalls Provided: Standard: Compact: Handicap:
Will there be a change in use? D Yes ❑ 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? 0 Yes jAl No
If "yes', attach list of materials and storage locations on a separate 8-1/2"x 11" paper including quantities and Material Safety Data Sheets.
SEPTIC SYSTEM
0 On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health
Department.
H:\Applications\Forms-Applications On Line\2011 Applications\Permit Application Revised - 8-9-I l.docx
Revised: August 2011
bh
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 ! NER 312 A
Signature:
Print Name:
Mailing Address:
HORIZED AGENT:
6 B,44tef\ R� I vo
Day Telephone:
Date: WAV
206 L W(- ZEA
r /1-i
City
H:\Applications\Forms-Applications On Line\201 I Applications'ermit Application Revised - 8-9-I l.docx
Revised: August 2011
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State Zip
Page 4 of 4
Cash Register Receipt
City of Tukwila
DESCRIPTIONS I
ACCOUNT
I QUANTITY I PAID
PermitTRAK
$250.52
D13-0381 Address: 1091 ANDOVER PARK E
Apn: 2623049106
$250.52
DEVELOPMENT
$250.52
PERMIT FEE
R000.322.100.00.00
$149.10
PLAN CHECK FEE
R000.345.830.00.00
$96.92
WASHINGTON STATE SURCHARGE
B640.237.114
$4.50
TOTAL FEES PAID BY RECEIPT: R467
$250.52
Date Paid: Friday, December 20, 2013
Paid By: PEARL NORTHWEST INC
Pay Method: CHECK 72745
Printed: Friday, December 20, 2013 11:16 AM 1 of 1
CRW SYSTEMS
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) 431-2451
D 3 1
Proj
Type of:.inspection:
Address:
Date Called:
Special Instructions:t�7
h' + `
v�
Date Wanted:
2c'...
'
a.m.
-. 131111.:
Requeste
Phone No:
pproved per applicable codes.
Corrections required prior to approval.
COMMENTS:
nspecto
n REINSPECTION FEE REQ IRED. Prior�o next inspection, fee must be
pa'i,d at 6300 Southcenter vd.. Suite 1 0 0. Call to schedule reinspection.:
Date:
4 -
INSPECTION RECORD
Retain, a copy with permit
INSPECTION NO. ' RMIT
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd, #100, Tukwila. WA 98188 (206) 431-3670
Permit Inspection Request Line (206) 431-2451
Project ePi(L_ ;4.
Type of. Inspection:
q111\01(,. 00
I,,tGE\;‘l�.(
Address
.oci 1 _A R PKz`
Date Called:
Special Instructions:
Date Wanted:.
( --Z r i - r. u
,..6 ..
'�p.m.,
Requester:
Phone No: :
Approved per applicable codes. .Corrections requiredprior to approval.
COMMENTS:
Date:
O
n R t SPECTION FEE RE UIRED. Prior to next inspection. fee must be
p i at 6300 Southcenter lvd.. Suite 100. Call to schedule reinspection.
INSPECTION NUMBER
INSPECTION RECORD
Retain a copy with permit
p) 3 -03?!
PERMIT_NUMBERS
CITY OF TUKWILA FIREDEPARTMENT
444 Andover Park East, Tukwila, Wa. 98188 206-575-4407
Project / �
Type of Inspection:
Address: /Oa 7
Suite #:
Contact Person:
A Pe
Special Instructions:
Phone No.:
Approved per applicable codes.
Corrections required prior to approval.
COMMENTS:
/.7.a�-ami
Needs Shift Inspection:.e-r
Sprinklers: /..s..::a
Fire Alarm:
�„e,
Hood & Duct:
Monitor:
Pre -Fire: j1%
Permits:
Occupancy Type:
Inspector: ,,,
3
Date: //Z -S/7'
Hrs.:
/, 0
$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
6/11/10
T.F.D. Form F.P. 113
Client: Pearl Distribution
1091 Andover Park E.
Tukwila, WA 98168
Contact: Craig Pearl
Field Report
Report #: 059255
Project Number: 14-136
Permit #: D13 0381
Project Name: Pearl Distribution
Address: 1091 Andover Park E.
Inspection Performed: Proprietary Anchors
Date: 1/27/2014
Time:
Temperature:
Anchor bolts for pallet racks, a total of five rows.
Verified installation of Simpson Strongbolt 2 anchors, 1/2" x 4 3/4" with 3 1/4" embedment, torqued
to 60 ft. lbs.
Note: Plans call for two anchors per base plate, only one base plate has been installed. Engineer's
approval required which is attached.
Distribution:
• Distribute Client Distribute Contractor
❑ Distribute Engineer ❑ Distribute Owner
1;01 Distribute Municipality ❑ Distribute Other
• Distribute Architect ❑ Distribute Other
Inspector: Trow, Michael
Reviewed by: Mike Blackwell
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
Fireproofing
Aggregates
Shot.crete
Concrete
Masonry
Asphalt
Roofing
Piling
Steel
Soils
Wood
January'28, 2014
File No. 14-136
Building Official
City of Tukwila Building Department
6300 Southcenter Blvd.
Tukwila, WA 98188
Project: Pearl Distribution
Address: 1087 Andover Park E.
Permit: D13-0381
A.A.R. TESTING
LABORATORY, INC.
CONSTRUCTION INSPECTION AND fe ATERIRL 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.
Kimberle Anderson
President
CC: Pearl. Distribution -Craig Pearl
Rusty Rack Guys -Steve. Brewer
Tel: (425) 881-5812 Fax (425) 881-5441 O 7126 180th Ave. NE o P.O. Box.2523 Redmond, WA 98073
FILE COPY
Sift ..__.4„
ctural
oncepts
ngineerin
REVIEWED FOR
CODE COMPLIANCE
APPROVED
DEC 31 2013
City of Tukwila
BUILDING DIVISION
ro
1200 N. Jefferson St, Suite F
Anaheim, CA 92807
Tel: 714.632.7330 Fax: 714.632.7763
e-mail: mail@sceinc.net
EARL DISTRIBUTION
Project Number : N-121213-10
Date : 12/16/13
Street Address : 1091 ANDOVER PK 5TE B
City/State : TUKWILA, WA 98188
Scope of Work : SELECTIVE RACK
RECEIVED
CITY OF TUKWILA
DEC 2 0 2013
PERMIT CENTER
'.
J.:!):17:1,:-1;n71:4,13T-'':5:eTiS::%,:1/4;-':11
f
pt3-381
Strturai
once is
p ngineering
1200 N. Jefferson Ste. Ste F Anaheim. CA 92807 Tel: 714.632.7330 Fax: 714.632.7763
By: RPL
Project: PEARL DISTRIBUTION Project #: N-121213-10
TABLE OF CONTENTS
Title Page 1
Table of Contents 2
Design Data and Definition of Components 3
Critical Configuration 4
Seismic Loads 5 to 6
Column 7
Beam and Connector 8 to 9
Bracing 10
Anchors 11
Base Plate 12
Slab on Grade 13
Other Configurations 14 to 15
PEARL DISTRIBUTION TYPE A
Page 2. of 1 5 12/16/2013
StrturaI
oncepts
Engineering
1200 N. Jefferson Ste. Ste F Anaheim. CA 92807 Tel: 714.632.7330 Fax: 714.632.7763
By: RPL
Project: PEARL DISTRIBUTION Project #: N-121213-10
Design Data
1) The analyses conforms to the requirements of the 2009 IBC and the 2008 RMI/ANSI MH 16.1 Rack Design Manual
Steel Storage Racks (RMI) and the ASCE 7-05, 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 slab on grade is 6" thick with minimum 3200 psi compressive strength. Soil bearing capacity is 2000 psf.
Definition of Components
Frame
Height
_7
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
PEARL DISTRIBUTION TYPE A
Page 3 of / 5 12/16/2013
Structural
Concepts
Engineering
1200 N. Jefferson Ste. Ste F Anaheim. CA 92807 Tel: 714.632.7330 Fax: 714.632.7763
By: RPL
Project: PEARL DISTRIBUTION Project #: N-121213-10
Configuration & Summary: TYPE A SELECTIVE RACK
120"
T
48"
—I
96"
120"
24"
36"
36"
e-
+—
+— 44"
**RACK COLUMN REACTIONS
ASD LOADS
AXIAL DL= 100 /b
AXIAL LL= 1,200 /b
SEISMIC AXIAL Ps= +/- 477 lb
BASE MOMENT= 0 in -lb
Bas
Seismic Criteria
# Bm Lvls
Frame Depth
Frame Height
# Diagonals
Beam Length
Frame Type
Ss=1.403, Fa=1
2
44 in
120.0 in
3
96 in
Single Row
Component
Description
STRESS
Column
Fy=55 ksi
LMT LM20/3x3x14ga
P=1300 Ib, M=3578 in -lb
0.17-0K
Column & Backer
None
None
None
N/A
Beam
Fy=55 ksi
LMT LBC40/4"deepx2.75"x0.075"
Lu=96 in
Capacity: 7788 lb/pr
0.15-0K
Beam Connector
Fy=55 ksi
Lvl 1: 3 pin OK Mconn=2765 in -lb
Mcap=12691 in -lb
0.22-0K
Brace -Horizontal
Fy=55 ksi
LMT 1-1/2x1-1/4x14ga
0.08-0K
Brace -Diagonal
Fy=55 ksi
LMT 1-1/2x1-1/4x14ga
0.08 -OK
Base Plate
Fy=36 ksi
8x5x3/8 Fixity= 0 in -lb
0.2-0K
Anchor
2 per Base
0.5" x 3.25" Embed SIMPSON STR BOLT II ESR 3037 Inspection Reqd (Net Seismic Uplift=145 Ib)
0.1 - OK
Slab & Soil
6" thk x 3200 psi slab on grade. 2000 psf Soil Bearing Pressure
0.09-0K
Level
Load
Per Level
Beam Spcg
Brace
Story Force
Transv
Story Force
Longit.
Column
Axial
Column
Moment
Conn.
Moment
Beam
Connector
1 1,200 lb 48.0 in 36.0 in 94 lb 53 lb 1,300 lb 3,578 "# 2,765 "# 3 pin OK
2
1,200 lb
48.0 in
36.0 in
24.0 in
189 lb
106 lb
650 lb
1,272 "#
1,424 "#
3 pin OK
Total:
283 lb
159 lb
Notes
PEARL DISTRIBUTION TYPE A
Page 4 of 1.5
12/16/2013
Strtu ra i
once is
- ngineering
1200 N. Jefferson Ste. Ste F Anaheim. CA 92807 Tel: 714.632.7330 Fax: 714.632.7763
By: RPL
Project: PEARL DISTRIBUTION
Project #: N-121213-10
Seismic Forces Configuration: TYPE A SELECTIVE RACK
Lateral analysis is performed with regard to the 2009 IBC Sec. 2208.1, 2008 RMI/ANSI MH 16.1 Sec 2.6 & ASCE 7-05 sec 15.5.3
Transverse (Cross Aisle) Seismic Load
V=
Cs1=
Cs2=
Cs* Ip* W s= Cs* Ip* (0.67 * LL* PLrf+D L)
[Sds/R] * 0.67 0.67 factor per RTll commentary Sec 2.1 Sec 21 Lint Sates Reductianf ASO Loading
0.1567
0.14*Sds*0.67
0.0877
Cs3= [0.5*S1/R] * 0.67
= 0.0402
Cs -max= 0.1567
Base Shear Coeff=Cs= 0.1567
ASD Format Loads
Level
1
2
Cs -max * Ip= 0.1567
Vmin= 0.015
Eff Base Shear=Cs= 0.1567
WS= (0.67*PLRFI * PL)+DL
= 1,808 lb
PRODUC LOAD/LVL,PL PL*0.67*PLrf
1,200 lb 804 lb
1,200 lb 804 lb
Vt
Transverse Elevation
Vtransv=Vt= 0.1567 * (200 lb + 1608 Ib)
EL= 283 lb
ASD Level Transverse seismic shear per upright
DL
100 lb
100 lb
hi
48 in
96 in
wi*hi
43,392
86,784
Ss= 1.403
51= 0.480
Fa= 1.000
Fv= 1.520
Sds=2/3*Ss*Fa= 0.935
Sd1=2/3*S1*Fv= 0.486
Ca=0.4*2/3*Ss*Fa= 0.3741
(Transverse, Braced Frame Dir.) R= 4.0
Ip= 1.0
PLRF1= %1.0 ..
Pallet Height=hp= 38.0 in
DL per Beam Lvl= 100 lb
Fi Fi*(hi+hp/2)
94.3 lb 6,318-#
188.7 lb 21,701-#
sum: 2,400 lb 1,608 lb
Longitudinal (Downaisle) Seismic Load
200 lb
W=1808 lb 130,176
283 lb
F=28,019
(Similarly for longitudinal seismic loads, using R=6.0
Cs1=Sd1/(T*R)= 0.0543
Cs2= 0.0877
Cs3= 0.0268
Cs -max= 0.0877
Level
1
2
Ws=
Cs=Cs-max*Ip=
(0.67 * PLRF
1,808 lb
0.0877
PL) + DL PLRF2= 1.0
(Longitudinal, Unbraced Dir.) R= 6.0
T= 1.00 sec
Vlong=
EL=
0.0877 * (200 lb + 1608 Ib)
159 lb ASO Level LongiL seismic shear per upright
PRODUC LOAD/LVL,PL pL*0.67*PLrf
1,200 lb 804 lb
1,200 lb 804 lb
DL
100 lb
100 lb
hi
48 in
96 in
wi*hi
43,392
86,784
is.."`.y
Fi
53.0 lb
106.0 lb
Front View
sum: 1,608 lb 200 lb 159 lb
W=1808 lb 130,176
PEARL DISTRIBUTION TYPE A
Page 5 of ! 6 12/16/2013
Str tural
Joncepts
Engineering
1200 N. Jeerson Ste. Ste F Anaheim. CA 92807 Tel: 714.632.7330 Fax: 714.632.7763
By: RPL Project: PEARL DISTRIBUTION
Project #: N-121213-10
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
Vlong= 159 lb
Vcol=Vlong/2= 80 lb
F1= 53 lb
F2= 106 lb
F3= 0 lb
Seismic Story Moments
lyiesso,
Typical frame made
Tributary area of two columns
of rack frame \-
r
\\may
4
14— 96
Front View
Conceptual System
Side View
•\\.\\1:(..\
Typical Frame made
of two columns
– –
Too View
Mbase-max= 0 in -lb <=== Default capacity
Mbase-v= (Vcol*hleff)/2
= 1,789 in -lb <=== Moment going to base
Mbase-eff= Minimum of Mbase-max and Mbase-v
= 0 in -lb PINNED BASE ASSUMED
M 1-1= [Vcol * hleff]-Mbase-eff M 2-2= [Vcol-(F1)/2] * h2
= (80 lb * 45 in) -0 in -lb = [80 lb - 53 Ib]*48 in/2
= 3,578 in -lb = 1,272 in -lb
hl-eff= hl - beam clip height/2
= 45 in Vcol
Mseis= (Mupper+Mlower)/2
Mseis(1-1)= (3578 in -lb + 1272 in-Ib)/2 Mseis(2-2)= (1272 in -lb + 0 in-lb)/2
= 2,425 in -lb
= 636 in -lb
Beam to Column
Elevation
Summary of Forces
LEVEL
1
2
hi
48 in
48 in
Axial Load
1,300 lb
650 lb
Column Moment
3,578 in -lb
1,272 in -lb
Mseismic
2,425 in -lb
636 in -lb
Mend -fixity
1,262 in -lb
1,262 in -lb
Mconn**
2,765 in -lb
1,424 in -lb
Beam Connector
3 pin OK
3 pin OK
Mconn= (Mseismic + Mend-fixity)*0.75
Mconn-allow(3 Pin)= 12,691 in -lb
PEARL DISTRIBUTION TYPE A
Page (p of F 6 12/16/2013
Strturai
Lonceats
P Engineering
R' 1 1200 N. Jefferson Ste, Ste= F•Anaheim:ICAA 92807 Tel: 714: 632: 7330, Fax: 714.632:7763=1r,
By: "RFL Project: PEARL DISTRIBUTION Project #: N-121213-10
Column (Longitudinal) Configuration: TYPE A SELECTIVE RACK
Conforms to the requirements of Chapter C5 of the AISI Cold Formed Steel Design Manual for combined bending and axial loads.
Section Properties
Section: LMT LM20/3x3x14ga
Aeff = 0.643 in^2
Ix = 1.130 in^4
Sx = 0.753 in^3
rx = 1.326 in
52f= 1.67
E= 29,500 ksi
Loads Considers loads at level 1
Iy = 0.749 in^4
Sy = 0.493 in^3
ry= 1.080 in
Fy= 55 ksi
Cmx= 0.85
Kx = 1.7
Lx = 46.0 in
Ky = 1.0
Ly = 36.0 in
Cb= 1.0
3.000 in
-r-�
10.075 in
14_0.75 in
3.000 in
Critical load case RMI Sec 2.1, item 4: (1 +0.11Sds)DL + (1 +0.14SDS)PL *0.75+EL *0.75 <= 1.0, ASD Method
COLUMN DL= 100 lb
COLUMN PL= 1,200 lb Axial Load=P= (1.102883*1001b)+(1.130942*12001b*0.75) Moment=Mx= Mcol*0.75
Mcol= 3,577 in -lb = 1,128 lb = 3577 in -lb * 0.75
0.11Sds= 0.102883 = 2,683 in -lb
0.14Sds= 0.130942
Axial Analysis
KxLx/rx = 1.7*46"/1.326" KyLy/ry = 1*36"/1.08"
= 59.0 = 33.3
Fe= n^2E/(KL/r)max^2
= 83.7ksi
Pn= Aeff*Fn
= 29,556 lb
P/Pa= 0.07 < 0.15
Bending Analysis
Fy/2= 27.5 ksi
52c= 1.92
Fe > Fy/2
Fn= Fy(1-Fy/4Fe)
= 55 ksi*[1-55 ksi/(4*83.7 ksi)]
= 46.0 ksi
Pa= Pn/Qc
= 29556 lb/1.92
= 15,394 lb
Check: P/Pa + Mx/Max 1.0
Pno= Ae*Fy
= 0.643 in^2 *55000 psi
= 35,365 lb
Max= My/Qf
= 41415 in-lb/1.67
= 24,799 in -lb
px= {1/[1-(52c*P/Pcr)]}^-1
= {1/[1-(1.92*1128 lb/53801 lb)]}^ -1
= 0.96
Combined Stresses
Pao= Pno/Qc
= 353651b/1.92
= 18,419 lb
Myield=My= Sx*Fy
= 0.753 in^3 * 55000 psi
= 41,415 in -lb
Pcr= n^2EI/(KL)max^2
= n^2*29500 ksi/(1.7*46 in)^2
= 53,801 lb
(1128 lb/15394 lb) + (2683 in-lb/24799 in -Ib) = 0.17
< 1.0, OK (EQ C5-3)
PEARL DISTRIBUTION TYPE A
Page 7 of 12/16/2013
StrAtural
onis
tor
ngineering
1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763
By: RPL
Project: PEARL DISTRIBUTION
Project #: N-121213-10
BEAM
Configuration: TYPE A SELECTIVE RACK
DETERMINE ALLOWABLE MOMENT CAPACITY
A) Check compression flange for local buckling (62.1)
w= c - 2*t -2*r
= 1.875 in - 2*0.075 in - 2*0.075 in
= 1.575 in
w/t= 21
l=lambda= [1.052/(k)^0.5] * (w/t) * (Fy/E)^0.5
= [1.052/(4)^0.5] * 21 * (55/29500)A0.5
= 0.477 < 0.673, Flange is fully effective
B) check web for local buckling per section b2.3
fl(comp)= Fy*(y3/y2)= 48.93 ksi
f2(tension)= Fy*(y1/y2)= 100.70 ksi
Y= f2/f1 Eq. B2.3-5
= -2.058
k= 4 + 2*(1-Y)^3 + 2*(1-Y) Eq. B2.3-4
= 67.31
flat depth=w= y1+y3
= 3.700 in
w/t= 49.33333333 OK
l=lambda= [1.052/(k)^0.5] * (w/t) * (f1/E)^0.5
= [1.052/(67.31)^0.5] * 3.7 * (48.93/29500)^0.5
= 0.258 < 0.673
be=w= 3.700 in b2= be/2
bl= be(3-Y) = 1.85 in
= 0.732
bl+b2= 2.582 in > 1.21 in, Web is fully effective
Determine effect of cold working on steel yield point (Fva) per section A7.2
Fya=
Lcorner=Lc=
Lflange-top=Lf=
m=
Bc=
since fu/Fv=
and r/t=
then Fyc=
Thus, Fya-top=
Fya-bottom=
C*Fyc + (1-C)*Fy
(p/2) * (r + t/2)
0.177 in
1.575 in
0.192*(Fu/Fy) - 0.068
0.1590
(EQ A7.2-1)
C= 2*Lc/(Lf+2*Lc)
= 0.184 in
(EQ A7.2-4)
3.69*(Fu/Fy) - 0.819*(Fu/Fy)^2 - 1.79
1.427
1.18 < 1.2
1 < 7 0K
Bc * Fy/(R/t)^m
78.485 ksi
59.31 ksi (tension stress at top)
Fya*Ycg/(depth -Ycg)
115.13 ksi (tension stress at bottom)
(EQ A7.2-2)
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=
36.23 in -k
Eq. 62.1-4
Eq. 62.1-1
Eq 62.3-2
(EQ A7.2-3)
4.000 i
2.75 in
1.88 in
Beam= LMT LBC40/4"deepx2.75"x0.075"
Ix=
Sx=
Ycg=
t=
Bend Radius=r=
Fy=Fyv=
Fu=Fuv=
E=
top flange=b=
bottom flange=
Web depth=
2.660 in^4
1.277 in^3
2.640 in
0.075 in
0.075 in
55.00 ksi
65.00 ksi
29500 ksi
1.875 in
2.750 in
4.000 in
Fy
yl= Ycg-t-r= 2.490 in
y2= depth-Ycg= 1.360 in
y3= y2 -t -r= 1.210 in
1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763
By: RPL
Project: PEARL DISTRIBUTION
Project #: N-121213-10
BEAM
Configuration: TYPE A SELECTIVE RACK
RMI Section 5.2, PT II
Section
Beam= LMT LBC40/4"deepx2.75"x0.075"
Ix=Ib= 2.660 inA4
Sx= 1.277 in^3
t= 0.075 in
Fy=Fyv= 55 ksi
Fu=Fuv= 65 ksi
Fya= 59.3 ksi
Bending
E= 29500 ksi
F= 150.0
L= 96 in
Mcenter=F*Mn= W*L*W*Rm/8
W=LRFD Load Factor= 1.2*DL + 1.4*PL+1.4*(0.125)*PL
FOR DL=20/0 of PL,
RMI 2.2, item 5
W= 1.599
Rm= 1 - [(2*F*L)/(6*E*Ib + 3*F*L)]
1 - (2*150*96 in)/[(6*29500 ksi*2.66 in^3)+(3*150*96 in)]
= 0.944
if F= 0.95
Then F*Mn=F*Fya*Sx= 71.95 in -k
Thus, allowable load
per beam pair=W=
Mend=
F*Mn*8*(# of beams)/(L*Rm*W)
71.95 in -k * 8 * 2/(96in * 0.944 * 1.599)
7,945 lb/pair
W*L*(1-Rm)/8
(7945 lb/2) * 96 in * (1-0 944)/8
= 2,670 in -lb
Deflection
4.000 i
2.75 in
1.88 in ,l
Dmax= Dss*Rd
Rd= 1 - (4*F*L)/(5*F*L + 10*E*Ib)
= 1 - (4*150*96 in)/[(5*150*96 in)+(10*29500 ksi*2.66 in^4)]
= 0.933 in
if Dmax= L/180
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*2.66 inA4*2/[180*5*(96 in)^2*0.933)
7,788 lb/pair
Allowable load=
7,788 lb/pair
• M� II..e., MAI
_ YIAincoo 'IYIA
1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763
By: RPL
Project: PEARL DISTRIBUTION Project #: N- 12 12 13- I 0
3 Pin Beam to Column Connection TYPE A SELECTIVE RACK
he beam end moments shown herein show the result ot the maximum induced tixed end monents torm seismic + static loads and the code
mandated minimum value ot 1.5%(DL+PL)
Mconn max= (Mseismic + Mend-tixity)*0.75
= 2,765 in -lb Load at level 1
Shear Capacity of Pin
O
P1
2
rt
P3
1/2
4 • r ; 1c"
Connector Type= 3 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 * 0.1507in^2
= 3,315 lb
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 lb < 3315 lb
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 -lb
Pclip= Mcap/(1.667 * d)
= 4610.1 in-lb/(1.667 * 0.5 in)
= 5,531 lb
C*d= Mcap = 1.667
Thus, P1= 2,135 lb
Mconn-allow=[P1*4.5"+P1*(2.5"/4.5")*2.5"+P1*(0.5"/4.5")*0.51
= 2135 LB*[4.5"+(2.5"/4.5")*2.5"+ (0.5"/4.5")*0.5"]
= 12,691 in -lb > Mconn max, OK
Sclip= 0.127 in^3
d= E/2
= 0.50 in
PEARL DISTRIBUTION TYPE A
Page 9 of / 5 12/16/2013
Str tura)
once is
n ineerin
9 9
—'--- 1200 N. Jefferson Ste. Ste F Anaheim. CA 92807 Tel: 714.632.7330 Fax: 714.632.7763
By: RPL Project: PEARL DISTRIBUTION
Project #: N-121213-10
Transverse Brace Configuration: TYPE A SELECTIVE RACK
Section Properties
Diagonal Member= LMT 1-1/2x1-1/4x14ga
Area= 0.278 in^2
r min= 0.405 in
Fy= 55,000 psi
K= 1.0
4c= 1.92
Frame Dimensions
Horizontal Member= LMT 1-1/2x1-1/4x14ga
I .500 Area= 0.278 in^2
r min= 0.405 in
7 Fy= 55,000 psi
1.250 K= 1.0
1.1-- 0.25
I
14-1.500�
0.25
1
I .250
Bottom Panel Height=H= 36.0 in
Frame Depth=D= 44.0 in
Column Width=6= 3.0 in
Diagonal Member
Clear Depth=D-B*2= 38.0 in
X Brace= NO
Critical load case RMI Sec 2.1, item 4: (1+0.11Sds)DL + (1+0.14SDS)PL*0.75+EL*0.75 <= 1.0, ASD Method, DL=PL=0 for upright brace members
Vb=Vtransv= 283 lb
Ldiag= [(D-B*2)^2 + (H-6")^2]^1/2
= 48.4 in
Pmax= V*(Ldiag/D) * 0.75
= 233 lb
Pn= AREA*Fn
= 0.278 in^2 * 20388 psi
= 5,668 lb
Pallow= Pn/4
= 5668 lb /1.92
= 2,952 lb
Pn/Pallow=
Horizontal brace
0.08 <= 1.0 OK
(kl/r)= (k * Ldiag)/r min
= (1 x 48.4 in /0.405 in )
= 119.5 in
Fe= pi^2*E/(kl/r)^2
= 20,388 psi
SINCE Fe<Fy/2,
Fn= Fe
= 20,388 psi
Tvoical Panel
Ccnfquration
Check End Weld
Lweld= 2.5 in
Fu= 65 ksi
tmin= 0.075 in
Weld Capacity= 0.75 * tmin * L * Fu/2.5
= 3,656 lb OK
Pmax=V= 212 lb
(kl/r)= (k * Lhoriz)/r min
= (1 x 44 in) /0.405 in
= 108.6 in
Since Fe<Fy/2, Fn=Fe
= 24,687 psi
Pn/Pallow=
0.08 <= 1.0 OK
Fe= pi^2*E/(kl/r)^2 Fy/2= 27,500 psi
= 24,687 psi
Pn= AREA*Fn
= 0.278in^2*24687 psi
= 6,863 lb
Pallow= Pn/Qc
= 6863 lb /1.92
= 3,574 lb
PEARL DISTRIBUTION TYPE A
Page /0 of i 6 12/16/2013
Strturai
once is
p"- ngineering
1200 N. Jefferson Ste. Ste F Anaheim. CA 92807 Tel: 714.632.7330 Fax: 714.632.7763
By: RPL Project: PEARL DISTRIBUTION
Project #: N-121213-10
Single Row Frame Overturning
Configuration: TYPE A SELECTIVE RACK
Loads
Load case per RMI Sec 2.1, item 3: (0.6-0.11Sds)DL + (0.6-0.14Sds)PLapp*0.75 - EL*0.75
Vtrans=V= 283 lb
DEAD LOAD PER UPRIGHT=DL= 200 lb
PL PER UPRIGHT=PL= 2,400 lb
PLapp=PL*0.67= 1,608 lb
ist=(0.497117*DL+0.469058*PLapp*0.75)= 665 lb
PL @ TOP= 1,200 lb
DL/Lvl= 100 lb
E(Fi*hi)= 28,019 in -lb
Total Dead Load per Bay=DL= 200 lb
Load Case 1: Fully Loaded rack
(0.6-0.11Sds)= 0.4971
(0.6-0.14Sds)= 0.4691
Frame Depth=D= 44.0 in
Htop-Iv1=H= 96.0 in
# Levels= 2
# Anchors/Base= 2
h= 115.0 in
hp= 38.0 in
I`D1.I
SIDE ELEVATION
Vtrans= 283 lb
Movt= E(Fi*hi)*0.75
= 21,014 in -lb
Load Case 2: Top Level Loaded Only
Mst= Wst * D/2
= 665 lb * 44 in/2
= 14,630 in -lb
T= (Movt-Mst)/D
= (21014 in -lb - 14630 in-lb)/44 in
= 145 lb
Net Uplift per column
ttical Level= 2
V1=Vtop= Cs * Ip * Ws
= 0.1567 * (1200 Ib)
= 188 lb
V2=VDL= Cs*Ip*DL
= 311b
Mst= (0.497117*DL+0.469058*PL*0.75) * D/2
= (100 lb*2 * 0.497117 + 1200 lb*0.469058*0.75)*44 in/2
= 11,475 in -lb
Anchor
Pinned Base
h= 115.0 in
Movt= [V1*h + V2 * H/2]*0.75
= [188 lb*115 in +31 lb*96 in/2]*0.75
= 17,331 in -lb
T= (Movt-Mst)/D
= (17331 in -lb - 11475 in-lb)/44 in
= 133 lb
Net Uplift per column
Check (2) 0.5" x 3.25" Embed SIMPSON STR BOLT II anchor(s) per base plate.
Special inspection is required per ESR 3037.
Fully Loaded:
Top Level Loaded:
Pullout Capacity=Tcap= 1,075 lb
Shear Capacity=Vcap= 1,370 lb
Tcap*Phi= 1,075 lb
Vcap*Phi= 1,370 lb
L.A. City Jurisdiction? NO
Phi= 1
(73 lb/1075 Ib)^1 + (71 Ib/1370 Ib)^1 =
(67 lb/1075 Ib)^1 + (47 Ib/1370 Ib)^1 =
0.12 <= 1.2 OK
0.10 <= 1.2 OK
PEARL DISTRIBUTION TYPE A
Page 11 of 15
12/16/2013
Strjturai
once is
ngineering
1200 N. Jefferson Ste. Ste F Anaheim. CA 92807 Tel: 714.632.7330 Fax: 714.632.7763
By: RPL
Project: PEARL DISTRIBUTION
Project #: N-121213-10
Base Plate
Configuration: TYPE A 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
a = 3.00 in
Anchor c.c. =2*a=d = 6.00 in
N=# Anchor/Base= 2
Fy = 36,000 psi
W
Downaisle Elevation
Down Aisle Loads Critical load case RMI Sec 1.1, item 4: (1+0.11Sds)DL + (1+0.145D5)PL*0.75+EL*0.75 <= 1.0, ASD Method
COLUMN DL= 100 lb
COLUMN PL= 1,200 lb
Base Moment= 0 in -lb
0.11Sds= 0.102883
0.14Sds= 0.130942
Axial stress=fa =
Moment Stress=fb =
Moment Stress=fbl =
M3 =
S -plate =
fb/Fb =
Tanchor =
Cross Aisle Loads
Axial=P= (1.102883*100 Ib)+(1.130942*1200 ib*0.75)
= 1,128 lb
Mb= Base Moment*0.75
= 0 in -lb * 0.75
= 0 in -lb
Axial Load P = 1,128 lb
Mbase=Mb = 0 in -lb
P/A = P/(D*W)
28 psi
M/S = 6*Mb/[(D*B^2]
0.0 psi
fb-fb2
0.0 psi
(1/2)*fb2*L*(2/3)*L = (1/3)*fb2*LA2
0 in -lb
(1)(t^2)/6
0.023 in^3/in
Mtotal/[(S-plate)(Fb)]
0.14 OK
(Mb-(PLapp*0.75*0.46)(a))/[(d)*N/2]
-333 lb No Tension
Critical load case RMI Sec 2!, Item 9: (1+0.11Sds)OL + (1 +0.14SOS)PL'0.75+EL'0. 75 c= 1.0, ASO Method
M1=
Moment Stress=fb2 =
M2=
Mtotal =
Fb =
Fop=
Tallow=
wL^2/2= fa*L^2/2
88 in -lb
2*fb*L/W
0.0 psi
fbl*LA2)/2
0 in -lb
M1+M2+M3
88 in-lb/in
0.75*Fy
27,000 psi
0.7*F'c
2,240 psi OK
1,075 lb
OK
Check uplift load on Baseplate
Effec.
Effec. E
Pstatic= 1,128 lb
Movt*0.75= 21,014 in -lb
Frame Depth= 44.0 in
P=Pstatic+Pseismic= 1,606 lb
b =Column Depth= 3.00 in
L =Base Plate Depth -Col Depth= 2.50 in
fa = P/A = P/(D*W)
= 40 psi
Sbase/in = (1)(t^2)/6
= 0.023 in^3/in
fb/Fb = M/[(S-plate)(Fb)]
= 0.20 OK
PEARL DISTRIBUTION TYPE A
Pseismic= Movt/Frame Depth
= 478 lb
M= wL^2/2= fa*L^2/2
= 125 in-lb/in
Fbase = 0.75*Fy
= 27,000 psi
Page 12 of
Check uplift forces on baseplate with 2 or more anchors per RMI 7.2.2.
en 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
to 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
T
Elevation
Uplift per Column= 145 lb
Qty Anchor per BP= 2
Net Tension per anchor=Ta= 73 lb
c= 2.50 in
Mu=Moment on Baseplate due to uplift= Ta*c/2
= 91 in -lb
Splate= 0.117 in^3
[fb/Fb]*0.75= 0.021 OK
12/16/2013
Str tura)
once is
T p / ngineering
1200 N. Jefferson Ste. Ste F Anaheim. CA 92807 Tel: 714.632.7330 Fax: 714.632.7763
By: RPL Project: PEARL DISTRIBUTION
Project #: N-121213-10
Slab on Grade
Configuration: TYPE A SELECTIVE RACK
1111111111111111111111111111111111111111111
SLAB ELEVATION
Base Plate
Effec. Baseplate width=B= 8.00 in
Effec. Baseplate Depth=D= 5.00 in
Column Loads
width=a= 3.00 in
depth=b= 3.00 in
slab
ral
b e
I �
• ' • Down Aisle
Baseplate Plan View
' Cross
Aisle
Concrete
f c= 3,200 psi
tslab=t= 6.0 in
teff= 6.0 in
phi=0= 0.6
Soil
fsoil= 2,000 psf
Movt= 21,620 in -lb
Frame depth= 44.0 in
Sds= 0.935
0.2*Sds= 0.187
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
DEAD LOAD=DL=
PRODUCT LOAD=PL=
P -seismic= EL=
Puncture
100 lb per column
unfactored ASD load
1,200 lb per column
unfactored ASD load
(Movt/Frame depth)
491 lb per column
unfactored ASD load
Load Case 1) (1.2+0.2Sds*DL) + (0.85+0.2Sds*PL) + 1.5*EL RMI SEC 2.2 EQTN 5
= 1.38706*100 lb + 1.03706*1200 lb + 1.5*491 lb
= 2,120 lb
Load Case 2) (0.9-0.2Sds)DL + (0.9-0.2Sds)*PLapp + 1.5EL RMI SEC 2.2 EQTN 6
= (0.71294*100 Ib) + (0.71294*804 Ib) + (1.5*491 Ib)
= 1,381 lb
Load Case 3) 1.2*DL + 1.4*PL RMI SEC 2.2 EQTN 2
= 1.2*100 lb + 1.4*1200 lb
= 1,800 lb
Effective Column Load=Pu= 2,120 lb per column
Apunct= [(c+t)+(e+t)]*2*t
= 258.0 in^2
Slab Bending
Fpunct= 2.66*phi*sqrt(fc)
= 90.3 psi
fv/Fv= Pu/(Apunct*Fpunct)
= 0.091 < 1 0K
Pse=DL+PL+E= 2,120 lb
Asoil= (Pse*144)/(fsoil)
= 153 in^2
x= (L -y)/2
= -2.2 in
Fb= 5*(phi)*(fc)^0.5
= 169.71 psi
L= (Asoil)^0.5
= 12.37 in
M= w*x^2/2
= (fsoil*x^2)/(144*2)
= 32.4 in -lb
y= (c*e)^0.5 + 2*t
= 16.7 in
S -slab= 1*teff^2/6
= 6.0 in^3
fb/Fb= M/(S-slab*Fb)
= 0.032 < 1, OK
PEARL DISTRIBUTION TYPE A
Page t 3 of 5 12/16/2013
Structural
Concepts
Engineering
1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763
By: RPL
Project: PEARL DISTRIBUTION Project #: N-121213-10
Configuration & Summary: TYPE B SELECTIVE RACK
120"
96"
96"
120"
24"
36"
36"
44" 4 -
**RACK COLUMN REACTIONS
ASO LOADS
AXIAL DL= 50 /b
AXIAL LL= 600 /b
SEISMIC AXIAL Ps= +/- 278 lb
BASE MOMENT= 0 in -lb
Bas
Seismic Criteria
# Bm Lvls
Frame Depth
Frame Height
# Diagonals
Beam Length
Frame Type
Ss=1.403, Fa=1
1
44 in
120.0 in
3
96 in
Single Row
Component
Description
STRESS
Column
Fy=55 ksi
LMT LM20/3x3x14ga
P=650 lb, M=3674 in -lb
0.14 -OK
Column & Backer
None
None
None
N/A
Beam
Fy=55 ksi
LMT LBC40/4"deepx2.75"x0.075"
Lu=96 in
Capacity: 7788 lb/pr
0.15 -OK
Beam Connector
Fy=55 ksi
Lvl 1: 3 pin OK Mconn=2324 in -lb
Mcap=12691 in -lb
0.18 -OK
Brace -Horizontal
Fy=55 ksi
LMT 1-1/2x1-1/4x14ga
0.04 -OK
Brace -Diagonal
Fy=55 ksi
LMT 1-1/2x1-1/4x14ga
0.04 -OK
Base Plate
Fy=36 ksi
8x5x3/8 Fixity= 0 in -lb
0.1 -OK
Anchor
2 per Base
0.5" x 3.25" Embed SIMPSON STRONG BOLT TYPE II ESR 3037 Inspection Reqd (Net Seismic Uplift=145 Ib)
0.083 - OK
Slab & Soil
6" thk x 3200 psi slab on grade. 2000 psf Soil Bearing Pressure
0.07-0K
Level
Load
Per Level
Beam Spcg
Brace
Story Force
Transv
Story Force
Longit.
Column
Axial
Column
Moment
Conn.
Moment
Beam
Connector
1 1,200 lb 96.0 in 36.0 in 142 lb 79 lb 650 lb 3,674 "# 2,324 "# 3 pin OK
36.0 in
24.0 in
Total:
142 lb
79 lb
Notes
PROVIDE ADL BOLT & NUT FOR SINGLE BEAM APPLICATION.
PEARL DISTRIBUTION TYPE B
Page l 4 of
5
12/13/2013
Str tural
Voncepts
Engineering
1200 N. Jefferson Ste. Ste F Anaheim. CA 92807 Tel: 714.632.7330 Fax: 714.632.7763
By: RPL Project: PEARL DISTRIBUTION Project #: N-121213-10
Configuration & Summary: TYPE C SELECTIVE RACK
192"
72"
72"
96"
42"
54"
192"
36"
36"
44"
**RACK COLUMN REACTIONS
ASD LOADS
AXIAL DL= 100 /b
AXIAL LL= 1,200 /b
SEISMIC AXIAL Ps= #/- 670 lb
BASE MOMENT= 0 in -lb
Bas
Seismic Criteria
# Bm Lvls
Frame Depth
Frame Height
# Diagonals
Beam Length
Frame Type
Ss=1.403, Fa=1
2
44 in
192.0 in
4
96 in
Single Row
Component
Description
STRESS
Column
Fy=55 ksi
LMT LM20/3x3x14ga
P=1300 Ib, M=5486 in -lb
0.23 -OK
Column & Backer
None
None
None
N/A
Beam
Fy=55 ksi
LMT LBC40/4"deepx2.75"x0.075"
Lu=96 in
Capacity: 7788 lb/pr
0.15 -OK
Beam Connector
Fy=55 ksi
Lvl 1: 3 pin OK Mconn=3719 in -lb
Mcap=12691 in -lb
0.29 -OK
Brace -Horizontal
Fy=55 ksi
LMT 1-1/2x1-1/4x14ga
0.08 -OK
Brace -Diagonal
Fy=55 ksi
LMT 1-1/2x1-1/4x14ga
0.08-0K
Base Plate
Fy=36 ksi
8x5x3/8 Fixity= 0 in -lb
0.22 -OK
Anchor
2 per Base
0.5" x 3.25" Embed SIMPSON STRONG BOLT TYPE II ESR 3037 Inspection Reqd (Net Seismic Uplift=338 Ib)
0.175 - OK
Slab & Soil
6" thk x 3200 psi slab on grade. 2000 psf Soil Bearing Pressure
0.1 -OK
Level
Load
Per Level
Beam Spcg
Brace
Story Force
Transv
Story Force
Longit.
Column
Axial
Column
Moment
Conn.
Moment
Beam
Connector
1 1,200 lb 72.0 in 36.0 in 94 lb 53 lb 1,300 lb 5,486 "# 3,719 "# 3 pin OK
2
1,200 lb
72.0 in
36.0 in
54.0 in
42.0 in
189 lb
106 lb
650 lb
1,908 "#
1,662 "#
3 pin OK
Notes
Total: 283 lb 159 lb
PEARL DISTRIBUTION TYPE C
Page l r3 of l 6 12/ 1 3/20 13
°PERMIT COORD COPY
PLAN RENEW/ROUTING SLIP
PERMIT NUMBER: D13-0381
DATE: 12/20/13
PROJECT NAME: PEARL DISTRIBUTION
SITE ADDRESS: 1091 ANDOVER PK E
X Original Plan Submittal
Response to Correction Letter #
Revision # before Permit Issued
Revision # after Permit Issued
DEPARTMENTS:
AtA)C (i--43
Building Division
Public Works
AWL
S
Fire Prevention
Structural
Planning Division
Permit Coordinator
PRELIMINARY REVIEW:
Not Applicable
(no approval/review required)
DATE: 12/24/13
Structural Review Required
REVIEWER'S INITIALS: DATE:
APPROVALS OR CORRECTIONS:
Approved
❑ Approved with Conditions
Corrections Required ❑ Denied
(corrections entered in Reviews) (ie: Zoning Issues)
DUE DATE: 01/21/14
Notation:
REVIEWER'S INITIALS:
DATE:
Permit Center Use Only
CORRECTION LETTER MAILED:
Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials:
12/18/2013
CEDAR RECYCLING INC
S
0 Washington State Department of
Labor & Industries
Page 1 of 3
CEDAR RECYCLING INC
Owner or tradesperson
ECK, JERALD D
Principals
ECK, JERALD D
Doing business as
CEDAR RECYCLING INC
WA UBI No.
602 084 893
411 W VALLEY HWY S
PACIFIC, WA98047
253-804-0404
KING, County
Business type
Corporation
Governing persons
JERALDDECK
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.
CEDARRI981CM
Effective — expiration
02/14/2002 — 02/18/2014
Bond
RLI INSURANCE COMPANY
Bond account no.
SRS1002727
Received by L&I
02/14/2002
Insurance
Hudson Specialty Ins Co
Policy no.
HCX356989
Received by L&I
12/31/2013
Savings
No savings accounts during the previous 6 year period.
$12,000.00
Effective date
02/13/2002
$1,000,000.00
Effective date
12/31/2013
Expiration date
12/31/2014
SNS
https://secure.lni.wa.gov/verify/Detail.aspx?UBI=602084893&LIC=CEDARRI981CM&SAW= 01/17/2014
C
21'-2"
5'-1l"
21'-2"
66'-3"
21'-2"
HEATER
5'-11"
21'-211
2012 IBC MEANS OF EGRESS ILLUMINATION
1006.3.1 Illumination level under emergency power.
Emergency lighting facilities shall be arranged to provide
initial illumination that is at least an average of 1 foot-candle
and a minimum at any point of 0.1 foot-candle measured
along the path of egress at floor level. Illumination levels
shall be permitted to decline to 0.6 foot-candle at the end of
the emergency lighting time duration. A maximum -to -
minimum illumination uniformity ration of 40 to 1 shall not
be exceeded.
21'-2"
C
44" X 96"
C
44" X
96"
C
44" X 96"
C
44" X 96"
C
44" X 96"
C
44" X 96"
C
44" X 96"
C
44" X 96"
82'-9"
00
A
44" X 96"
A
44"
X196"
A
44" X 96"
A
44" X 96"
B
(
44" X 96"
A
-
A
-
_
-
-
44" X 96"
A
A
44" X 96"
A
44" X
96"
A
44" X 96"
A
44" X 96"
B
44" X 96"
A
44" X 96"
A
44" X 96"
A
44" X 96"
A
44" X 96"
A
44" X 96"
A
44" X 96"
A
44"
X196"
A
44" X 96"
A
44" X 96"
B
(
44" X 96"
A
44" X 96"
A
44" X 961"
A
44" X 96"
A
44" X 96"
A
144" X 96"
z71 -
A
44" X 96"
A
44"
X196"
A
44" X 96"
A
44" X 96"
B
44" X 96"
A
44" X 96"
A
44" X 961"
A
44" X 96"
A
44" X 96"
A
144" X 96"
Proude- L;
,d9
d3
SEPARATE PERMIT
REQUIRED FOR:
echanical
Ilectrical
PI mbing
Was Piping
C!ty of Tukwila
°NG DIVISION
N
REVISIONS
No changes shall be made to the scope
of work without prior approval of
Tukwila Building Division.
NOTE: Revisions will require a new plan submittal
and may include additional plan review fees.
Prboi& &in
et IOi'5 &G,[fit' `/% / /r
1L-tig -4001" Q,/ie" veeee 6)4 (1-- , /4 /1 /0 es ik7/6
Lam, re, /00 I 0 -Pia_ Ail ilea joa /4 ,,, A fri, o ktia.4.-
n9a , C1 e c.4.,8 5
20'-4"
/21'-2" '�,. 1
n . ' ',Tr%'//</
/IVI
LEGEND
EL - EMERGENCY LIGHTING
DESCRIPTION
2012 IBC MEANS OF EGRESS ILLUMINATION
1006.1 lllumnation required.
The means of egress, including the exit discharge, shall be
illuminated at all times the building space served by the
means of egress is occupied.
1006.2 Illumination level.
The means f egress illumination level shall not be less than
1 foot-candle at the walking surface.
1006.3 Ilium nation emergency power.
The power upply for means of egress illumination shall
normally be rovided by the premises' electrical supply.
In the event f power supply failure, an emergency electrical
system shall utomatically illuminate the following areas:
1. Aisle and unenclosed stairways of rooms that
require two or more means of egress.
2. Corri cors, exit enclosures and exit passageways...
3. Exte for egress components.:.
4. Interior exit discharge elements...
5. Exte for landings...for exit discharge doorways...
OFFICE
FILE COPY ovezei
Permit No. it$4. V-9 U I
Plan review approval is
k i;rova? of cons ' wt
the. :o'atio
approv
BY
of
7
ny
to errors and omissions.
nts does not authct9
e or ordinance. Receipt
ed:
is
Saint .1 • I
City Of liakwila
BUILDING DIVISION
REVIEWED FOR
CODE COMPLIANCE
APPROVED
DEC 31 2013
City of TUI ivila
BUILDING DIVISION
The RE, • ., , provided
herein by SCE, Inc i '......a ns to thf:
storage rack aon Ali
other components are ot1. - scope of this
DEC 10 2013
PERMIT CENTER
3-O3
1-0
EXPIRES
o
N
0
N
kf
N T •
N
4:),14
rn
C
cc3 0 't3 w
e '(;)'
E-.4 .ctq4.4
0
DRAWINGS PRE.
0
00
00
00
0)
QI—
a
>—
<c Q
� U
F --
.1#
DEC 1 6 2010
DRAWN BY:
JAL
SCALE:
SCA
DATE:
12/11/13
DRAWING NO:
CHECKED BY:
SHEET NO.
1
OF 2 SHEETS
BRACING CONNECTION DETAIL
-.-f f -t-1/2"
FLOOR ANCHOR DETAIL
SEE NOTES FOR SPECS
1 1/2"
.075 THK
5/8" DIA.
2 HOLES
3/8" THK.
1 1/4"
SECT. A -A
SECT. B -B
3"
14GA THK.
3/4"----1 I-�--
6" - I
8"
BASE PLATE DETAIL
(2)-1/2"0 ANCHOR BOLTS PER BASE PLATE
3-1/4" EMB., (SEE NOTE NO.. 4)
SINGLE
2" TYP.
AS NOTED
r-1/4" REF.
❑ ❑ ❑
LM2 0
14GA THK.
7/8"
3"
14GA ASTM A570 GR50
AS NOTED
%4"0 SAFETY LOCK
(1000# CAPACITY)
16"0 RIVET
ASTM A576 -90B
HOT -WROUGHT UNS
G10100 GRACE C-1010
8'
R1/8"
TYP.
LBC40
RACK TYPE "A"
4" BEAM FACE
8'
RACK DETAILS
SCALE: %a" = 1"
RACK TYPE "B" TUNNEL SINGLE
4" BEAM FACE
RACK ELEVATIONS
SCALE: %z" = 1'-0"
STRUCTURAL NOTES:
1. DESIGN OF STEEL STORAGE RACKS AS SHOWN BY THESE DRAWINGS AND
CALCULATIONS ARE IN COMPLIANCE WITH THE REQUIREMENTS OF THE
INTERNATIONAL BUILDING CODE 2012 EDITION, SECTION 2209.
2. S'T'EEL FOR ALL SHAPES FY=55 KSI. ASTM A1011 GR.55 (EXCEPT AS NOTED).
3. NO FIELD WELDING IN THIS PROJECT ALL WELDED CONSTRUCTION IN THE SHOP
OF THE APPROVED FABRICATOR #777 (E70XX ELECTRODES).
4. ALL ANCHORS TO BE SIMPSON STRONG -BOLT 2 ICC -ES ESR -3037, SPECIAL
INSPECTION IS REQUIRED.
5. CONCRETE SLAB 6" THICK 3,200 PSI. SOIL BEARING CAPACITY 2,000 PSF.
6. STORAGE RACK CAPACITY 1,200 #/ LEVEL.
7. RACK INSTALLATIONS SHALL DISPLAY IN ONE OR MORE CONSPICUOUS
LOCATIONS A PERMANENT SIGN OF 50 SQUARE INCHES IN AREA, SHOWING THE
CAPACITY OF THE RACK (1,200 #1 LEVEL).
8. STORAGE RACKS SHALL BE INSTALLED WITH A MAXIMUM TOLERANCE FROM
THE VERTICAL OF %2" IN 10'-0" OF HEIGHT.
9. THE CLEAR SPACE BELOW SPRINKLERS SHALL BE A MINIMUM OF 18 INCHES
BETWEEN THE TOP 0 THE STORAGE AND THE CEILING SPRINKLER DEFLECTOR.
FIRE PROTECTION NOTES.
1. SPRINKLER DENSITY IS .395GPM OVER 5,600SQ FT.
2. SPRINKLER HEAD TEMPERATURE IS SET AT 265°F.
3. POLYESTER FABRIC IN CARDBOARD BOXES, NON -ENCAPSULATED.
4. TOP OF STORED PRODUCT NOT TO EXCEED 12'-0" ON LOW RACKING AND 20'-0"
AGAINST WALL.
5. APPROXIMATE CEILING HEIGHT 24'-7", 22'-4" CLEAR TO RAFTERS.
EXITING NOTES:
1. EXTERIOR DOORS ARE 3' SWING TYPE WITH LOCKING KNOB WHICH :REQUIRES
NO SPECIAL KNOWLEDGE OR EFFORT TO OPEN.
N
r
RACK TYPE "C"
b13o38l
The R.E. certificatiion provided
herein by SCE, Inc,r"i ns to t
storage rac.k A
other coreponeeE`. are
REVIEWED FOR
;BODE COMPLIANCE
APPROVED
DEC 31 2013
City of Tukwila
4" BEAM FACE BUILDING DIVISION
RECEIVED
CITY OF TUKWILA
DEC Z 0 2013
PERMIT CENTER
rza
DESCRIPTION
a
Q
0
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W a_ o_ w
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O
N
co
cg
DRAWINGS PREPARED FOR
00
CO
00
C)
DRAWN BY:
JAL
SCALE:
AS S
TE:
12/11/13
DRAWING NO:
DEC 1 6 2013
CHECKED BY:
SHEET NO.
2
OF 2 SHEETS ./
3,I
COLUMN
NOTES:
USE @ ALL
COLUMN/BASE
LOCATIONS TYP.
DESCRIPTION
BASE PLATE: 8" x 5"
DESCRIPTION
COLUMN: LM20
MATERIAL
3/8" THICK PLATE
MATERIAL
14 GAGE STEEL
STEEL YIELD
ASTM A36, Fy=36,000 PSI
/8"CIGR. 5 BOLT
TO REINFORCE SGL BEAM
STEEL YIELD ASTM A570, Fy=55,000 PSI
BRACING: HORIZ. & DIAG.
14 GAGE STEEL
STEEL YIELD ASTM A570, Fy=55,000 PSI
DESCRIPTION
MATERIAL
NOTES:
USE @ ALL BRACE
LOCATIONS TYP.
HOR.
BRACE
DIAG.
BRACE
NOT A DEPICTION OF THIS PROJECT
ROW
SPACER
1
C
L
C
COLUMN
BEAM
I
I
CONNECTOR
BASE
PLATE
DESCRIPTION
GENERAL RACK VIEW
NOTES
7/16"0
GR.5 RIVET
/
/
/
/
/
1 7/8" f--7/38"--/
/
////////1
1 1 /2"
/ / /
3 1/4"
MIN. EMBED.
0
1 /2"-/
L.
DESCRIPTION 3 -PIN CONNECTOR NOTES:
MATERIAL 7 GAGE USE @ ALL BEAM TO COLUMN
STEEL YIELD ASTM A570, Fy=55,000 PSI CONNECTION LOCATIONS TYP.
DESCRIPTION
MATERIAL
STEEL YIELD
4" BEAM (LBC40)
14 GAGE
ASTM A570, Fy=55,000 PSI
NOTES:
USE @ ALL BEAM
LOCATIONS TYP.
DESCRIPTION
SIMPSON STRONG BOLT II ANCHOR
SIZE
1/2" DIA. X 3-1/4" MIN. EMBEDT.
ESR#
3037
NOTES:
SEE NOTE #4 ABOVE FOR SPECS.
120" 4
II
48"
TYPE A SELECTIVE RACK
\
120" 9L+11
TYPE B SELECTIVE RACK
611
2
II
36"
3
II
44"
192"
\
72"
72"
FRONT VIEW
FRONT VIEW
SIDE VIEW
N
TYPE C SELECTIVE RACK
611
4
II
54"
36"
3
II
FRONT VIEW
SIDE VIEW
DESCRIPTION
STORAGE RACK ELEVATIONS
GENERAL PROJECT NOTES
1. DESIGNED PER REQUIREMENTS OF THE 2009 IBC, 2008 RMI RACK DESIGN MANUAL
2. SEISMIC CRITERIA Ss = 1.403, S1 = 0.48, Fa=1.00, Fv = 1.52
Ip = 1.0 (NO PUBLIC ACCESS), Sd1 = 0.935, Sd2 = 0.486, OCC. CATAG. II,
SITE CLASS C, SEISMIC DESIGN CLASS D
3. STORAGE CAPACITY:
TYPE A = 1200# PER LEVEL TYP.
TYPE B = 1200# PER LEVEL TYP.
TYPE C = 1200# PER LEVEL TYP.
4. ANCHORS SIMPSON STRONG BOLT II ESR# 3037
AS USED IN CALCULATIONS OR ICC & ENGINEER APPROVED EQUAL
1/2"0 x 3 1/4" MIN. EMBED.
(2) ANCHOR PER BASEPLATE
5. PERIODIC SPECIAL INSPECTION IS REQUIRED DURING ANCHOR INSTALLATION.
6. CONCRETE THICKNESS & COMPRESSIVE STRENGTH, 6" x 3200 PSI.
7. SOIL BEARING PRESSURE 2000 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.
p13-038)
REVIEWED FOR
;CODE COMPLIANCE
f APPROVED
DEC 31 2013
City of Tukwila
BUILDING DIVISION
St
RECEIVED
CITY OF TUKWILA
DEC 2.0 2013
PERMIT CENTER
0
N
cc
1200 N. JEFFERSON ST. STE.#F ANAHEIM, CA 92807 PH.714.632.7330 FAX 714.632.7763
TUKWILA, WA 98188
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DEC 1 6 2013
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a
JOB NO.
N-121213-10
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