HomeMy WebLinkAboutPermit D12-043 - APPOLLO HOLDINGS - PALLET RACKSAPOLLO HOLDINGS
3314 S 116 ST
D12 -043
City ofii'ukwila
Department of Community Development
6300 Southcenter Boulevard, Suite #100
Tukwila, Washington 98188
Phone: 206 - 431 -3670
Inspection Request Line: 206- 431 -2451
Web site: http: / /www.TukwilaWA.gov
Parcel No.: 1023049011
Address: 3314 S 116 ST TUKW
Suite No:
Project Name: APPOLLO HOLDINGS
DEVELOPMENT PERMIT
Permit Number: D12-043
Issue Date: 03/16/2012
Permit Expires On: 09/12/2012
Owner:
Name: APOLLO HOLDINGS LLC
Address: 505 5TH AVE S #900 , SEATTLE WA 98104
Contact Person:
Name: JIM PAOLETTI
Address: 3500 WEST VALLEY HY N, SUITE 101 , AUBURN WA 98001
Contractor:
Name: RAYMOND HANDLING CONCEPTS
Address: 4140 BOYCE RD , FREMONT CA 94538
Contractor License No: RAYMOHC034KB
Lender:
Name:
Address:
Phone: 253 - 929 -7570
Phone: 253 - 333 -2109
Expiration Date: 10/05/2013
DESCRIPTION OF WORK:
INSTALL PALLET RACKING
Value of Construction: $0.00
Type of Fire Protection: SPRINKLERS
Type of Construction:
Electrical Service Provided by: SEATTLE CITY LIGHT
Fees Collected: $243.92
International Building Code Edition: 2009
Occupancy per IBC:
* *continued on next page **
doc: IBC -7/10
D12 -043 Printed: 03 -16 -2012
Public Works Activities:
Channelization / Striping: N
Curb Cut / Access / Sidewalk / CSS: N
•
Fire Loop Hydrant: N Number: 0 Size (Inches): 0
Flood Control Zone:
Hauling: N Start Time: End Time:
Land Altering: Volumes: Cut 0 c.y. Fill 0 c.y.
Landscape Irrigation:
Moving Oversize Load: Start Time: End Time:
Sanitary Side Sewer:
Sewer Main Extension:
Storm Drainage:
Street Use:
Water Main Extension:
Water Meter:
Permit Center Authorized Signature:
Private:
Profit: N
Private:
N
Public:
Non - Profit: N
Public:
Date: ` W 0-■
I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances
governing this work will be complied with, whether specified herein or not.
The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating
construction or the performance of work. I am authorized to sign and obtain this development permit and agree to the conditions attached
to this permit.
Signature:
Print Name:
■ Y-„ � 'DUE-7 -1-
Date: 3?
This permit shall become null and void if the work is not commenced within 180 days from 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 DEPARTMENT CONDITIONS * **
2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the
Building Official.
3: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to
start of any construction. These documents shall be maintained and made available 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.
doc: IBC -7/10
D12 -043 Printed: 03 -16 -2012
6: All construction shall be done in conform - with the approved plans and the requirem of the International
Building Code or International Residential C , International Mechanical Code, Washingt to Energy Code.
7: All rack storage requires a separate permit issued through the City of Tukwila Permit Center. Rack storage over 8 -feet
in height shall be anchored or braced to prevent overturning or displacement during seismic events. The design and
calculations for the anchorage or bracing shall be prepared by a registered professional engineer licensed in the State
of Washington.
8: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of,
any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits
presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila
shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the
Building Official from requiring the correction of errors in the construction documents and other data.
9: ** *FIRE DEPARTMENT CONDITIONS * **
10: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the
following concerns:
11: 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)
12: 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 nun). (IFC 906.7 and IFC 906.9)
13: Fire extinguishers shall not be obstructed or obscured from view. In rooms or areas in which visual obstruction cannot
be completely avoided, means shall be provided to indicate the locations of the extinguishers. (IFC 906.6)
14: 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)
15: Fire extinguishers require monthly and yearly inspections. They must have a tag or label securely attached that
indicates the month and year that the inspection was performed and shall identify the company or person performing the
service. Every six years stored pressure extinguishers shall be emptied and subjected to the applicable recharge
procedures. If the required monthly and yearly inspections of the fire extinguisher(s) are not accomplished or the
inspection tag is not completed, a reputable fire extinguisher service company will be required to conduct these
required surveys. (NFPA 10, 4 -3, 4 -4)
16: Maintain fire extinguisher coverage throughout.
17: 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)
18: Storage shall be maintained 2 feet or more below the ceiling in nonsprinldered areas of buildings or a minimum of 18
inches below sprinkler head deflectors in sprinklered areas of buildings. (IFC 315.2.1)
19: Flue spaces shall be provided in accordance with International Fire Code Table 2308.3. Required flue spaces shall be
maintained.
20: 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 #2051)
21: 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 #2051) (IFC
104.2)
22: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2050 and
#2051)
23: Any overlooked hazardous condition and /or violation of the adopted Fire or Building Codes does not imply approval of
such condition or violation.
doc: IBC -7/10
D12-043 Printed: 03 -16 -2012
24: These plans were reviewed by Inspectc01. If you have any questions, please call Tule. Fire Prevention Bureau at
(206)575 -4407.
doc: IBC -7/10
D12 -043 Printed: 03 -16 -2012
CITY OF TUK V iA
Community Development Department
Public Works Department
Permit Center
6300 Southcenter Blvd, Suite 100
Tukwila, WA 98188
http: / /www.TukwilaWA.gov
Building Per
Project No.
Date Application Accepted:
Date Application Expires:
1r.
No. b '04( 3
(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: 3314 S 116th St Tukwila WA 98168
Tenant Name: Apollo Holdings
PROPERTY OWNER
Name: Jim Paoletti
Name: Apinto ilow/ l/G5 LLC
City: Auburn State: WA Zip: 98001
Address: g- SiA Ail{ �1Y,
Email: jimp @raymondhandling.com
City: RATTLE State: wit,.
Zip: %Rif
CONTACT PERSON — person receiving all project
communication
Name: Jim Paoletti
Address: 3500 West Valley Hwy N suite 101
City: Auburn State: WA Zip: 98001
Phone: (253) 929 -7570 Fax: (253) 333 -5051
Email: jimp @raymondhandling.com
GENERAL CONTRACTOR INFORMATION
Company Name: Raymond Handling Concepts
Address: 3500 West Valley HWY suite 101
City: Auburn State: WA Zip: 98001
Phone: (253) 333 -2100 Fax: (253) 333 -5051
Contr Reg No.: RAYMOHC034KB Exp Date: 10/05/2012
Tukwila Business License No.:
11 Wpplications\Forms- Applications On Line \2011 Apphcauons\Permu Application Revised - 8 -9 -11 dots
Revised August 2011
bh
King Co Assessor's Tax No.: 1023004 -9011
Suite Number: Floor:
New Tenant: ❑ Yes ®..No
ARCHITECT OF RECORD
Name:
Company Name: Structural Concepts
Company Name:
Engineer Name: Bob Sharifi
Architect Name:
City: Anaheim State: CA
Address:
Phone: (714) 632 -7330 Fax: (714)
632 -7763
City:
State:
Zip:
Phone:
Fax:
Email:
ENGINEER OF RECORD
Name:
Company Name: Structural Concepts
City: State: Zip:
Engineer Name: Bob Sharifi
Address: 1200 N jefferson St
City: Anaheim State: CA
Zip: 92807
Phone: (714) 632 -7330 Fax: (714)
632 -7763
Email: bob @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 INFORMATIO
06- 431 -3670
Valuation of Project (contractor's bid price): $_ 2, S b
Describe the scope of work (please provide detailed iniormatton):
?c,ac, C <-
Existing Building Valuation: $
Will there be new rack storage? SAI Yes ❑.. No If yes, a separate permit and plan submittal will be required.
Provide All Building Areas in Square Footage Below
PLANNING DIVISION:
Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches)
*For an Accessory dwelling, provide the following:
Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling:
*Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence.
Number of Parking Stalls Provided: Standard: Compact: Handicap:
Will there be a change in use? ❑ Yes ❑ No if "yes ", explain:
FIRE PROTECTION/HAZARDOUS MATERIALS:
K. 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 of materials and storage locations on a separate 8-1/2" 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 l lealth
Department.
H'\Applications \Forms- Applications On Line \2011 Applications\Permit Application Revised - 8 -9 -11 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
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? ❑ Yes ❑ No if "yes ", explain:
FIRE PROTECTION/HAZARDOUS MATERIALS:
K. 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 of materials and storage locations on a separate 8-1/2" 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 l lealth
Department.
H'\Applications \Forms- Applications On Line \2011 Applications\Permit Application Revised - 8 -9 -11 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 I IEREBY CERTIFY THAT 1 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 OWNER OR EIORIZED AGENT:
Signature:
Print Name:
YA O(g'C`T' ‘)
Date: 2— -1 a -12-
Day Telephone: Z o (o ' 3 �1 1 -737 &
Mailing Address: 3e-1500 W On _e ‘.),,1V! S »v:{c io t - Av. &)a-p.) VP 6a O 1
City State Zip
11 \Applications \Forms - Applications On Line\201 I ApplicationsWermit Application Revised - 8 -9 -11 docx
Revised August 2011
bh
Page 4 of 4
•
City of Tukwila
Department of Community Development
6300 Southcenter Boulevard, Suite #100
Tukwila, Washington 98188
Phone: 206 - 431 -3670
Fax: 206-431-3665
Web site: http: / /www.TukwilaWA.eov
Parcel No.: 1023049011
Address: 3314 S 116 ST TUKW
Suite No:
Applicant: APPOLLO HOLDINGS
RECEIPT
Permit Number: D12-043
Status: PENDING
Applied Date: 02/10/2012
Issue Date:
Receipt No.: R12 -00603
Payment Amount: $243.92
Initials: WER Payment Date: 02/10/2012 04:12 PM
User ID: 1655 Balance: $0.00
Payee: RAYMOND HANDLING
TRANSACTION LIST:
Type Method Descriptio Amount
Payment Check 068569 243.92
Authorization No.
ACCOUNT ITEM LIST:
Description
Account Code Current Pmts
BUILDING - NONRES
PLAN CHECK - NONRES
STATE BUILDING SURCHARGE
000.322.100
000.345.830
640.237.114
Total: $243.92
145.10
94.32
4.50
doc: Receiot -06 Printed: 02 -10 -2012
INSPECTION RECORD
Retain a copy with permit
INSPE ION NO. PERMIT NO.
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila. WA 98188 F- (206) 431 -3670
Permit Inspection Request Line (206) 431 -2451
Project: V� 0
Type of Inspection:
Address: %1 l
C�'
s tit/ cif.
Date Called:
Special Instructions:
Date Wanted:
41._ *a1..
t
C. rNt'
p.m.'
Requester:
Phone No:
pproved per applicable codes.
❑ Corrections required prior to approval. 1
COMMENTS:
/-1-4N.01
Date:
E SPECTION FEE REQUIR Prior jo next inspection. fee must be
p d at 6300 Southcenter Blvd.. uite 100. Call to schedule reinspection.
INSP TIO NO
INSPECTION RECORD
Retain a copy with permit
Q. PERMIT NO.
CITY OF TUKWILA BUILDING DIVISLO.N -----
6300 Southcenter Blvd., #100, Tukwila. WA 98188 —206) 431-367Q.
Permit Inspection Request Line (206) 431 -2451 -
Pr en- /(}itd Ai) (j�,1(�
Type -litj 1njCkJ,,(40,
1 4�
Address: .j~�+
33/4 !1(a -
Date Called:
Special Instructions:
re_ Ac c
1 /�`/t� /r�� J
Y"C4 6e -n �i1A{
e. 'i ad J : A /
Date Wanted:
3- ? (o - /
a m
p.m.
Requester:J2" f
l
. 1''[
Phi.n d® -31 I _
3
70
IDApproved per applicable codes.
ElCorrections required prior,to approval.
COMMENTS:
old si o Lk__
Inspector:
IDatef:?_ / , 12
C ? l.o
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
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
L »2 -c' y3
Project:
4 , « f /at> >A/6 S
Type of Inspection:
...1•1L
Address:
Said .,
/6 %%-
Date Called:
Special Instructions:
Date Wanted:.
�— 2Z- /,sm.
a.
Requester:
Phone No:
0206 -3c•I -7376)
0
Approved per applicable codes. Corrections required prior to approval. S'
COMMENTS:
04 Aep
Datsi:
REINSPECTIONE REQUIRED rior to next inspection, fee must be
paid at 6300 So center Blvd.. uite 100. Call to schedule reinspection.
L '77- / 11 7 ,,J
INSPECTION NUMBER
INSPECTION RECORD
Retain a copy with permit
Da -00/3
PERMIT NUMBERS
CITY OF TUKWILA FIRE DEPARTMENT
444 Andover Park East, Tukwila, Wa. 98188 206 - 575 -4407
*(L
Project: A p c 1I a LA/Aael-v+�s�
Type of Inspection:
f�c r7:7,,, /
Address: 3314 S ) 16. s r
Suite #:
Contact Person:
/3://
Monitor:
Special Instructions:
Phone No.:
2 ' - 39/-
7370
`7 Approved per applicable codes.
Corrections required prior to approval.
COMMENTS:
Needs Shift Inspection:
Sprinklers:
Fire Alarm:
Hood & Duct:
Monitor:
Pre -Fire:
Permits:
Occupancy Type:
Inspector:
,G41 ..<3
Date:
3/
//2-
Hrs.:
r r!- $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from
he City of Tukwila Finance Department. Call to schedule a reinspection.
Billing Address
Attn:
Company Name:
Address:
City:
1 State:
Zip:
Word /Inspection Record Form.Doc
6/11/10
T.F.D. Form F.P. 113
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 l s
W o o d
March 27, 2012
File: 12 -219
Building Official
City of Tukwila Building Department
6300 Southcenter Blvd.
Tukwila, WA 98188
Project: Apollo Warehouse
Address: 3314 S. 116th St.
Permit No.: D12 -043
A.A.R. TESTING
LABORATORY, INC.
CONS1RL. TION I. SPC 7TION AND MATER! 'L 1,ST INC
I ,11ON..LLY ACCEPTED LAPORATORY
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
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.
6Cs,
Kimberle Anderson
President
CC: Raymond Handling Concepts -Jim
Tel: (425) 881 -5812 Fax: (425) 881 -5441 7126 180th Ave. NE 0 P.O. Box 2523 * Redmond, WA 98073
Client: Raymond Handling Concepts
3500 W. Valley Hwy. N, #101
Aubum, WA. 98001
Contact:
Field Report
Report #: 54477
Project Number: 12 -219
Permit #: D12 -043
Project Name: Apollo Warehouse
Address: 3314 S. 116th St.
Inspection Performed: Proprietary Anchors
Date: 3/22/2012
Time:
Temperature:
Verified anchors to be Hilti KB -TZ 1/2" x 4 1/2" wedge type. Verified hole cleanliness and
minimum embedment of 3 1/4". Torque was tested with calibrated wrench #132A and was found
meeting the 40 ft./lb. requirement. All newly installed racking on sheet #1 was found in
conformance with approved plans, manufacturers recommendations and ESR#1917.
Distribution:
Distribute Client ❑ Distribute Contractor
❑ Distribute Owner
® Distribute Municipality ❑ Distribute Other
❑ Distribute Architect ❑ Distribute Other
❑ Distribute Engineer
Inspector: Chandler, Loren
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
,._
St ctural
L.Poncepts
ngineering
EVIEWED FOR
CODE COMPLIANCE
APPROVED
MAR 14 2012
City of Tukwila
BUILDING DIVISION
ig
1200 N. Jefferson St, Suite F
Anaheim, CA 92807
: 714.632.7330 Fax: 714.632.7763
e -mail: mail @sceinc.net
Project Name : APOLLO WAREHOUSE
Project Number : M- 020212 -7
Date : 02/06/12
Street Address : 3314166TH ST
City /State : TUKWILA, WA 08168
Scope of Work : SELECTIVE RACK
FEB o 22
RECEIVED
FEB 10 2012
PERMIT CENTER
Structural
Concepts
Engineenng
1200 N. Jefferson Ste. Ste F Anaheim. CA 92807 Tel: 714.632.7330 Fax: 714.632 7763
By: S.P. Project: APOLLO WAREHOUSE Project #: M -020212 -7
TABLE OF CONTENTS
Title Page 1
Table of Contents 2
Design Data and Definition of Components 3
Critical Configuration 4
Seismic Loads
Column .....
7
Beam and Connector
Bracing
10
Anchors . 11
Base Plate 12
Slab on Grade
5 to 6
8to9
13
A!'r.?LLO WA,Ct'c>, :',E M 2.7
Page 2 of l 3 2/3/2()I?
Structural
Concepts
":" Engineering
1200 N. Jefferson Ste. Ste F Anaheim. CA 92807 Tel: 714.632.7330 Fax: 714.632.7763
By: S.P. Project: APOLLO WAREHOUSE Project #: M -020212 -7
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 AVVS procedures, utilizing E7Oxx 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 5.5" thick with minimum 2500 psi compressive strength. Soil bearing capacity is 500 psf.
Definition of Components
Y y
Frame
Height
d1
Beam
A
1
Product
Beam
Spacing
Beam
Length
Front View: Down Aisle
(Longitudinal) Frame
Column
Beam to Column
Connector
Base Plate and
Anchors
Panel
Height
Frame od
Depth
Section A: Cross Aisle
(Transverse) Frame
Horizontal
Brace
Diagonal
Brace
AF'QLL Q WAR IO! 0- M 020? f 2 7
Page 3 of % 3 2 /3/2.01 2
Stryktural
oncepts
®� Engineering
1200 N. Jefferson Ste._ Ste F Anaheim. CA 92807 Tel: 714.632.7330 Fax: 714.632.7763
By: S.P. Project: APOLLO WAREHOUSE Project #: M -020212 -7
Configuration & Summary: TYPE 1 SELECTIVE RACK
197'
44" --f
* *RACK COLUMN REACTIONS
ASD LOADS
AXIAL DL= 200 /b
AXIAL LL= 3,000 /b
SEISMIC A XI A L P S= +/- 2,137 lb
BASE MOMENT= 0 in -/b
Seismic Criteria
# Bm Lvls
60"
Frame Height
# Diagonals
60"
Frame Type
Ss= 1.443, Fa =1
60"
44 in
4-
5
144 in
17'
Fy =55 ksi
--T
Lu =144 in
144
44" --f
* *RACK COLUMN REACTIONS
ASD LOADS
AXIAL DL= 200 /b
AXIAL LL= 3,000 /b
SEISMIC A XI A L P S= +/- 2,137 lb
BASE MOMENT= 0 in -/b
Seismic Criteria
# Bm Lvls
Frame Depth
Frame Height
# Diagonals
Beam Length
Frame Type
Ss= 1.443, Fa =1
4
44 in
192.0 in
5
144 in
Single Row
Component
Description
STRESS
Column
Fy =55 ksi
Hannibal IF3014- 3x3x14ga
P =2400 Ib, M =3567 in -Ib
0.25 -OK
Column & Backer
None
None
None
N/A
Beam
Fy =55 ksi
HMH 55140/5.625" Face x 0.075° thk
Lu =144 in
Capadty: 6141 Ib /pr
0.24 -OK
Beam Connector
Fy =55 ksi
Lvl 1: 3 pin OK I Mconn =2467 in-lb
Mcap =12691 in-lb
0.19 -OK
Brace - Horizontal
Fy =55 ksi
Hannibal 1 -1 /2x1- 1 /2x16ga
0.14 -OK
Brace - Diagonal
Fy =55 ksi
Hannibal 1 -1 /2x1- 1 /2x16ga
0.17 -OK
Base Plate
Fy =36 ksi
8 in x 5 in x 0.375 in I Fixity= 0 in -Ib
0.61 -OK
Anchor
2 per Base
0.5' x 3.25" Embed HILTI KWIKBOLT 17 ESR 1917 Inspection Reqd (Net Seismic Uplift =1338 Ib)
0.308 - OK
Slab & Soil
5.5" thk x 2500 psi slab on grade. 500 psf Soil Bearing Pressure
0.45 -OK
Level
Load
Per Level
Beam Spcg
Brace
Story Force
Transv
Story Force
Longit.
Column
Axial
Column
Moment
Conn.
Moment
Beam
Connector
1 1,500 Ib 12.0 in 42.0 in 21 Ib 7 Ib 3,200 Ib 1.103 "# 2.467 "# 3 oin OK
2
3
4
1,500 Ib
1,500 Ib
1,500 Ib
60.0 in
60.0 in
60.0 in
42.0 in
42.0 in
42.0 in
12.0 in
126 Ib
230 Ib
335 Ib
43 Ib
79 Ib
115 Ib
2,400 Ib
1,600 Ib
800 Ib
3,567 "#
2,919 "#
1,730 "#
3,148 "#
2,459 "#
1,364 "#
3 pin OK
3 pin OK
3 pin OK
1
712 Ib
Total:
245 Ib
Af'OL f 1) WA!2E11O[J3F -M 0202 1 2 -7
Page y of /3
2/3/201 2
Structural
Concepts
- ity-s/ Engineering
1200 N. Jefferson Ste. Ste F Anaheim. CA 92807 Tel: 714.632.7330 Fax: 714.632.7763
By: S.P. Project: APOLLO WAREHOUSE Project #: M -020212 -7
Seismic Forces Configuration: TYPE 1 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 15.53
Transverse (Cross Aisle) Seismic Load
V= Cs *Ip *Ws =Cs *Ip *(0.67 *LL*PLrf +DL)
Csl= [Sds /R] * 0.67
= 0.1611
Cs2= 0.044 *Sds *0.67
= 0.0284
Cs3= [0.5 *51 /R] * 0.67
= 0.0415
Cs -max= 0.1611
O ® factor per RPVtmww., Si Li& Sec 21 Line StatesRMrtln b.[s L,, j
Base Shear Coeff =Cs= 0.1611
ASD Format Loads
Level
1
2
3
4
PRODUC LOAD/LVL,PL
1,500 Ib
1,500 lb
1,500 Ib
1,500 Ib
Cs -max * Ip= 0.1611
V,,;r,= 0.015
Eff Base Shear =Cs= 0.1611
Ws= (0.67 *Piar, * PL) +DL
= 4,420 Ib
PL *0.67 *PLrf
1,005 Ib
1,005 Ib
1,005 Ib
1,005 Ib
Tran verse Elevation
Vtransv =Vt= 0.1611 * (400 Ib + 4020 Ib)
EL= 7121b
ASD Level Transverse seismic shear per upright
DL
100 Ib
100 lb
100 Ib
100 Ib
hi
12 in
72 in
132 in
192 in
wi *hi
13,260
79,560
145,860
212,160
Ss= 1.443
S1= 0.495
Fa= 1.000
Fv= 1.505
Sds= 2 /3 *Ss *Fa= 0.962
Sd1= 2 /3 *S1 *Fv= 0.497
Ca= 0.4 *2 /3 *Ss *Fa= 0.3848
(Transverse, Braced Frame Dir.) R= 4.0
Ip= 1.0
PLRF1= 1.0
Pallet Height =hp= 60.0 in
DL per Beam Lvl= 100 Ib
FI
20.9 lb
125.6 Ib
230.4 Ib
335.1 Ib
Fi *(hi +hp /2)
878-11
12,811 -#
37,325 -#
74,392 -#
sum: 6,000 Ib 4,020 Ib
Longitudinal (Downaisle) Seismic Load
ISimilarty for longitudmal seismic loads, using R =6.0
Cs1= 5d1 /(T*R)= 0.0555
Cs2= 0.0284
Cs3= 0.0276
Cs -max= 0.0555
Level PRODUC LOAD/LVL,PL
1 1,500 Ib
2 1,500 Ib
3 1,500 lb
4 1,500 Ib
400 Ib W =4420 lb
450,840
712 Ib
2= 125,406
Ws= (0.67 * PLRF2 * PL) + DL
= 4,420 Ib
Cs= Cs- max*Ip= 0.0555
PLRr2=
(Longitudinal, Unbraced Dir.) R= 6.0
r= 1.00 sec
Vlong= 0.0555 * (400 Ib + 4020 Ib)
EL= 245 Ib ASD Level Long& seismic shear per upright
PL *0.67 *PLrf
1,005 Ib
1,005 Ib
1,005 Ib
1,005 Ib
DL
100 Ib
100 Ib
100 Ib
100 lb
hi
12 in
72 in
132 in
192 in
wi *hi
13,260
79,560
145,860
212,160
F
7.2 Ib
43.2 Ib
79.3 Ib
115.3 Ib
Front View
sum:
4,020 lb 400 lb W =4420 lb
450,840
245 Ib
WAKFHCI!5l= M 0202 1 2. 7
Page of /3 ?/31201?
Structural
Concepts
J ®--s Engineering
� 1200 N. Jefferson Ste. Ste F Anaheim. CA 02807 Tel: 714.632.7330 Fax: 714.632.7763
By: S.P. Project: APOLLO WAREHOUSE Project #: M -020212 -7
Downaisle Seismic Loads Configuration: TYPE 1 SELECTIVE RACK
Determine the story moments by applying portal analysis. The base plate is assumed to provide no fixity.
Seismic Story Forces
Vlong= 245 Ib
Vco1= Vlong /2= 123 Ib
F1= 71b
F2= 43 Ib
F3= 79 Ib
Seismic Story Moments
Typical frame made
Tributary area of two columns
of rack frame
Frost View
Conceptual System
tit \..\ \J
2
Typical Frame made
of two columns
ailiilieilt
Top View
Mbase -max= 0 in -Ib c = == Default capacity
Mbase -v= (Vcol *hleff) /2
= 551 in -Ib <_ == Moment going to base
Mbase -eff= Minimum of Mbase -max and Mbase -v
= 0 in -Ib PINNED BASE ASSUMED
M 1 -1= [Vcol * hleff) -Mbase -eff M 2 -2= [Vcol- (F1) /21 * h2
= (123 Ib * 9 in) -0 in -Ib = [123 Ib - 21.6 Ib] *60 in /2
= 1,103 in -Ib = 3,567 in -Ib
hl -eff= hi - beam clip height/2
= 9 in Vcol
Mseis= (Mupper +Mlower) /2
Mseis(1 -1)= (1103 in -Ib + 3567 in -lb) /2 Mseis(2 -2)= (3567 in-Ib + 2919 in -Ib) /2
= 2,335 in -Ib = 3,243 in -Ib
Beam to Column Eleva ion
Summary of Forces
LEVEL hi
1 12 in
2 60 in
3 60 in
4 60 in
Axial Load
3,200 Ib
2,400 Ib
1,600 Ib
800 Ib
Column Moment
1,103 in -Ib
3,567 in-Ib
2,919 in-Ib
1,730 in-Ib
Mconn= (Mseismic + Mend -fixity) *0.75
Mconn- allow(3 Pin)= 12,691 in-Ib
Mseismic Mend -fixity Mconn **
2,335 in -Ib 954 in -Ib 2,467 in -Ib
3,243 in-Ib 954 in-Ib 3,148 in-Ib
2,324 in-Ib 954 in-Ib 2,459 in-Ib
865 in-Ib 954 in -Ib 1,364 in-Ib
Beam Connector
3 pin OK
3 pin OK
3 pin OK
3 pin OK
AFC)LLO) WAi ! 10U L M 0702 1 2 7
Page (.f' of
2/3/20 12
Structural
Concepts
- -®� Engineering
1200 N. Jefferson Ste. Ste F Anaheim. CA 92807 Tel: 714.632.7330 Fax: 714.632.7763
By: S.P. Project: APOLLO WAREHOUSE Project #: M -020212 -7
Column (Longitudinal Loads) Configuration: TYPE 1 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: Hannibal IF3014- 3x3x14ga
Aeff = 0.643 in ^2
Ix = 1.130 in ^4
Sx = 0.753 in ^3
rx= 1.326 in
S2f= 1.67
E= 29,500 ksi
Loads Considers loads at level 2
Iy = 0.749 in ^4
Sy = 0.493 in ^3
ry = 1.080 in
Fy= 55 ksi
Cmx= 0.85
Kx = 1.7
Lx = 57.2 in
Ky = 1.0
Ly = 42.0 in
Cb= 1.0
3.000 in
jy' - -v I
_ 10.075 in
10.75 in
3.000 in
COLUMN DL= 150 lb
COLUMN PL= 2,250 Ib
Mcol= 3,567 in -Ib
0.11Sds= 0.10582
0.14Sds= 0.13468
Axial Analysis
Critical load case RMI Sec 2.1, item 4: (1 +0.11Sds)DL + (1 +0.145DS)PL *0.75+EL *0.75 <= 1.0, ASD Method
Axial Load =P= (1.10582*150 Ib)+(1.13468*2250 ib *0.75)
= 2,081 Ib
Moment =Mx= Mcol *0.75
= 3567 in -Ib * 0.75
= 2,675 in -Ib
Kxt x /rx = 1.7 *57.19"/1.326" KyLy /ry = 1 *42 "/1.08"
=73.3 = 38.9
Fe= n ^2E /(KL/r)max ^2
= 54.2ksi
Pn= Aeff*Fn
= 26,386 Ib
P /Pa= 0.15 > 0.15
Bending Analysis
Fy /2= 27.5 ksi
S c= 1.92
Fe > Fy /2
Fn= Fy(1- Fy /4Fe)
= 55 ksi *[1 -55 ksi /(4 *54.2 ksi)]
= 41.0 ksi
Pa= Pn /S2c
= 263861b/1.92
= 13,7431b
Check: P /Pa + (Cmx *Mx) /(Max *px) 5 1.0
P /Pao + Mx /Max <_ 1.0
Pno= Ae *Fy
= 0.643 in ^2 *55000 psi
= 35,365 Ib
Max= My /S2f
= 41415 in -Ib /1.67
= 24,799 in -Ib
px= {1 /[1 -(Qc *P /Pcr)] } ^ -1
= {1/[1- (1.92 *2081 lb /348071b)] } ^ -1
= 0.89
Combined Stresses
Pao= Pno /Qc
= 353651b/1.92
= 18,419 Ib
Myield =My= Sx *Fy
= 0.753 in ^3 * 55000 psi
= 41,415 in -Ib
Pcr= n^2EI /(KL)max ^2
= n ^2 *29500 ksi /(1.7 *57.19 in) ^2
= 34,807 Ib
(2081 lb/13743 Ib) + (0.85 *2675 in- Ib)/(24799 in-Ib *0.89) =
(2081 Ib/18419 Ib) + (2675 in- Ib/24799 in-Ib) =
0.25 < 1.0, OK (EQ C5 -1)
0.22 < 1.0, OK (EQ C5 -2)
APOLLO WAKJ_`I ii)i 1`iE M -0202 12- 7
Page 7 of /3 2/3/20 2
Str tural
once is
Mngineering
1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763
By: S.P.
BEAM
Project: APOLLO WAREHOUSE
Project #: M- 020212-7
Configuration: TYPE 1 SELECTIVE RACK
DETERMINE ALLOWABLE MOMENT CAPACITY
A) Check compression flange for local buckling (B2.1)
w= c - 2 *t -2 *r
= 1.75 in - 2 *0.075 in - 2 *0.075 in
= 1.450 in
w /t= 19.33
1= lambda= [1.052/(k) ^0.5] * (w /t) * (Fy /E) ^0.5
= [1.052/(4) ^0.5] * 19.33 * (55/29500) ^0.5
= 0.439 < 0.673, Range is fully effective
Eq. B2.1 -4
Eq. B2.1 -1
B) check web for local buckling per section b2.3
fl(comp)= Fy *(y3 /y2)= 50.69 ksi
f2(tension)= Fy *(y1 /y2)= 102.45 ksi
Y= f2 /f1 Eq. B2.3 -5
= -2.021
k= 4 + 2 *(1 -Y) ^3 + 2 *(1 -Y) Eq. B2.3 -4
= 65.18
flat depth =w= yl +y3
= 5.325 in
w /t= 71 OK
1= lambda= [1.052/(k) ^0.5] * (w /t) * (fl /E) ^0.5
= [1.052/(65.18) ^0.5] * 5.325 * (50.69/29500) ^0.5
= 0.384 < 0.673
be =w= 5.325 in b2= be /2 Eq B2.3 -2
bl= be(3 -Y) = 2.66 in
= 1.061
bl +b2= 3.721 in > 1.7625 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)
Lcomer =Lc= (p /2) * (r + t/2)
0.177 in C= 2 *Lc /(Lf +2 *Lc)
Lflange - top =Lf= 1.450 in = 0.196 in
m= 0.192 *(Fu /Fy) - 0.068 (EQ A7.2 -4) depth
= 0.1590
Bc= 3.69 *(Fu /Fy) - 0.819 *(Fu /Fy) ^2 - 1.79 (EQ A7.2 -3)
= 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= 59.61 ksi (tension stress at top)
Fya- bottom = Fya *Ycg /(depth -Ycg)
= 115.71 ksi (tension stress at bottom)
Check allowable tension stress for bottom flange
Lflange-bot=Lfb= Lbottom - 2 *r * -2 *t
= 2.450 in
Cbottom =Cb= 2 *Lc /(Lfb +2 *Lc)
= 0.126
Fy- bottom =Fyb= Cb *Fyc + (1- Cb) *Fyf
= 57.97 ksi
Fya= (Fya- top) *(Fyb /Fya- bottom)
= 29.86 ksi
if F= 0.95
Then F *Mn= F *Fya *Sx =i 46.98 in -k I
5.625 in
2.75 in
t1.75 in
Beam= HMH 55140/5.625" Face x 0.075" thk
Ix=
Sx=
Ycg=
t=
Bend Radius =r=
Fy =Fyv=
Fu =Fuv=
E=
top flange =b=
bottom flange=
Web depth=
4.770 in ^4
1.656 in ^3
3.713 in
0.075 in
0.075 in
55.00 ksi
65.00 ksi
29500 ksi
1.750 in
2.750 in
5.625 in
Fy
yl= Ycg -t -r= 3.563 in
y2= depth-Ycg= 1.913 in
y3= y2 -t -r= 1.763 in
Str tural
once is
� n 9 ineering
1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763
By: S P Project: APOLLO WAREHOUSE
Project #: M- 020212 -7
BEAM Configuration: TYPE 1 SELECTIVE RACK
RMI Section 5.2, PT II
Section
Beam= HMH 55140/5.625" Face x 0.075" Nik
Ix =Ib= 4.770 in/4
Sx= 1.656 in ^3
t= 0.075 in E= 29500 ksi
Fy =Fyv= 55 ksi F= 150.0
Fu =Fuv= 65 ksi 1= 144 in
Fya= 59.6 ksi
Bending
Mcenter =F*Mn= W *L *W *Rm /8
W =LRFD Load Factor= 1.2 *DL + 1.4 *PL +1.4 *(0.125) *PL RMI Z., item 5
FOR DL =2% of PL,
W= 1.599
Rm= 1 - [(2 *F*L) /(6 *E *Ib + 3 *F*L)]
1 - (2 *150 *144 in) /[(6 *29500 ksi *4.77 in ^3) +(3 *150 *144 in)]
= 0.952
if F= 0.95
Then F *Mn= F *Fya *Sx= 93.78 in -k
Thus, allowable load
per beam pair =W= F *Mn *8 *(# of beams) /(L *Rm *W)
= 93.78 in -k * 8 * 2/(144in * 0.952 * 1.599)
= 6,846 Ib/pair
Mend= W *L *(1 -Rm) /8
= (6846 lb /2) * 144 in * (1- 0.952)/8
= 2,957 in-lb
Deflection
5.625 in
2.75 in
t1.75 in
Dmax= Dss *Rd
Rd= 1 - (4 *F*L) /(5 *F *L + 10 *E *Ib)
= 1 - (4 *150 *144 in) /[(5 *150 *144 in) +(10 *29500 ksi *4.77 in ^4)]
= 0.943 in
if Dmax= L /180
and Dss= 5 *W *12^3 /(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 *4.77 in ^4 *2/[180 *5 *(144 in) ^2 *0.943)
= 6,141 lb/pair
Allowable Toad= 6,141 lb/pair
5
ngineering
1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763
By: S.P.
Project: APOLLO WAREHOUSE Project N: M-020212-7
3 Pin Beam to Column Connection
TYPE 1 SELECTIVE RACK
The beam end moments shown herein show the result of the maximum induced fixed end monents form seismic + static loads and the code
mandated minimum value of 1.5"/o(DL +PL)
Mconn max= (Mseismic + Mend-fixity) *0.75
= 2,467 in-lb Load at level 1
Shear Capacity of Pin
Connector Type= 3 Pin
2-
Pin Diam= 0.44 in Fy= 55,000 psi
Ashear= (0.438 in)A2 * Pi /4
= 0.1507 inA2
Pshear= 0.4 * Fy * Ashear
= 0.4 * 55000 psi * 0.1507inA2
= 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 Ib
Moment Capacity of Bracket
Edge Distance =E= 1.00 in Pin Spacing= 2.0 in
C= P1 +P2 +P3 tclip= 0.18 in
= P1 +P1 *(2.5 "/4.5 ") +P1 *(0.5 "/4.5 ")
= 1.667 * P1
Mcap= Sclip * Fbending
= 0.127 inA3 *0.66 *Fy
= 4,610 in-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 *(0.574.5 ") *0.51
= 2135 LB *[4.5 " +(2.5 "/4.5 ") *2.5 "+ (0.5 "/4.5 ") *0.51
= 12,691 in-lb > Mconn max, OK
Fy= 55,000 psi
Sclip= 0.127 inA3
d= E/2
= 0.50 in
APUI_L( WARL:tilM >t -M 020212 7
Page of /3 4/3/2O ! 2
Structurai
Concepts
ngineering
— _ 1200 N. Jefferson Ste. Ste F Anaheim. CA 92807 Tel: 714.632.7330 Fax: 714.632.7763
By: S.P. Project: APOLLO WAREHOUSE
Project #: M -020212 -7
Transverse Brace Configuration: TYPE 1 SELECTIVE RACK
Section Properties
Diagonal Member= Hannibal 1 -1 /2x1- 1 /2x16ga Horizontal Member= Hannibal 1 -1 /2x1- 1 /2x16ga
Area= 0.273 in ^2 I _500 Area= 0.273 inA2
r min= 0.496 in r min= 0.496 in
Fy= 55,000 psi r —� -- ,� Fy= 55,000 psi
K= 1.0 I I I _500 K= 1.0
S2c= 1.92 ` _ _JI
0.25
Frame Dimensions
1.3-1.500 --el
14-0.25
I .500
Bottom Panel Height =H= 42.0 in
Frame Depth=D= 44.0 in
Column Width =B= 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
D
Vb= Vtransv= 712 Ib
Ldiag= [(D- B *2)^2 + (H- 6 ") ^2] ^1/2
= 52.3 in
Pmax= V *(Ldiag /D) * 0.75
= 635 Ib
Pn= AREA *Fn
= 0.273 in ^2 * 26208 psi
= 7,155 Ib
Pallow= Pn /Q
= 7155 Ib /1.92
= 3,726 Ib
Pn /Pallow=
Horizontal brace
0.17 <= 1.0 OK
(kI /r)= (k * Ldiag)/r min
= (1 x 52.3 in /0.496 in )
= 105.4 in
Fe= pi ^2 *E /(ki /r)^2
= 26,208 psi
SINCE Fe<Fy /2,
Fn= Fe
= 26,208 psi
3" tYP
B 4
Typical Panel
Confiaurat on
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
Pmax =V= 534 Ib
(kl /r)= (k * Lhoriz) /r min
= (1x 44in)/0.496in
= 88.7in
SINCE Fe >Fy /2, Fn= Fy *(1- fy /4fe)
= 34,564 psi
Pn /Pallow=
0.14 <= 1.0 OK
Fe= pi ^2 *E /(ki /r) ^2 Fy /2= 27,500 psi
= 37,006 psi
Pn= AREA *Fn
= 0.273in ^2 *34564 psi
= 9,436 Ib
Pallow= Pn /Sk
= 9436 Ib /1.92
= 4,915 Ib
AI-1)LLL) WAk lit./J bE -M -0202 12 - /
Pace / d of �j 43120 2
Structural
Concepts
rgr Engineering
® 1200 N. Jefferson Ste. Ste F Anaheim. CA 92807 Tel: 714.632.7330 Fax: 714.632.7763
By: S.P. Project: APOLLO WAREHOUSE Project #: M -020212 -7
Single Row Frame Overturning Configuration: TYPE 1 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= 712 Ib
DEAD LOAD PER UPRIGHT =DL= 400 Ib
PL PER UPRIGHT =PL= 6,000 Ib
PLapp =PL *0.67= 4,020 Ib
Wst= (0.49418 *DL +0.46532 *PLapp *0.75)= 1,600 Ib
PL @ TOP= 1,500 Ib
DL/Lvl= 100 Ib
E(R *hi)= 125,406 in -Ib
Total Dead Load per Bay =DL= 400 Ib
Load Case 1: Fully Loaded rack
Vtrans= 712 Ib
Movt= 1:(Fi *hi) *0.75
= 94,055 in -Ib
(0.6- 0.11Sds)= 0.4942
(0.6-0.14Sds)= 0.4653
Frame Depth =D= 44.0 in
Htop- lvl =H= 192.0 in
# Levels= 4
# Anchors /Base= 2
h= 222.0 in
hp= 60.0 in
IfD�
SIDE ELEVATION
Load Case 2: Top Level Loaded Only
c tical Level= 4
Mst= Wst * D/2
= 1600 1b * 44 in /2
= 35,200 in -Ib
T= (Movt- Mst) /D
= (94055 in -Ib - 35200 in- Ib) /44 in
= 1,338 Ib
Net Uplift per column
h= 222.0 in
V1 =Vtop= Cs * Ip * Ws Pinned Base Movt= [V1 *h + V2 * H /2J *0.75
= 0.1611 * (1500 Ib) _ [242 Ib *222 in +64 Ib*192 in /2] *0.75
= 242 Ib = 44,901 in -Ib
V2=VDL= Cs *Ip *DL
=
64 Ib T= (Movt- Mst) /D
Mst= (0.49418 *DL +0.46532 *PL *0.75) * D/2 = (44901 in-Ib - 15865 in- Ib) /44 in
= (100 Ib *4 * 0.49418 + 1500 Ib *0.46532 *0.75) *44 in /2 = 660 Ib
= 15,865 in -Ib Net Uplift per column
Anchor
Check (2) 0.5" x 3.25" Embed HILTI KWIKBOLT TZ anchor(s) per base plate.
Special inspection is required per ESR 1917.
Fully Loaded:
Top Level Loaded:
Pullout Capacity=Tcap= 2,178 Ib L.A. City Jurisdiction? NO
Shear Capacity=Vcap= 2,839 Ib Phi= 1
Tcap *Phi= 2,1781b
Vcap *Phi= 2,839 Ib
(669 Ib/21781b) ^1 + (178 Ib/2839 Ib) ^1 =
(330 Ib/2178 Ib) ^1 + (61 Ib/2839 Ib) ^1 =
0.37 <= 1.2 OK
0.17 <= 1.2 OK
AF'C L. WAk;rl f I I_ i`;; ?- M -r)Jn] 2 7
P icje / / of /3 2/3/20 ; ,
Structural
Concepts
Engineering
1200 N. Jefferson Ste. Ste F Anaheim. CA 92807 Tel: 714.632.7330 Fax: 714.632.7763
By: S.P. Project: APOLLO WAREHOUSE Project #: M- 020212 -7
Base Plate Configuration: TYPE 1 SELECTIVE RACK
Section
Baseplate= 8 in x 5 in x 0.375 in
Eff Width =W = 8.00 in
Eff Depth =D = 5.00 in
Column Width=b = 3.00 in
Column Depth=dc = 3.00 in
L = 2.50 in
Plate Thickness =t = 0.375 in
Down Aisle Loads Critical load case RMI Sec 21, item 4: (1 +0.115ds)DL + (1 +0.145D5)PL *0.75 +EL *0.75 <= 1.0, ASD Method
a = 3.00 in
Anchor cc. =2 *a =d = 6.00 in
N =# Anchor /Base= 2
Fy = 36,000 psi
Downaisle Elevation
COLUMN DL= 200 Ib
COLUMN PL= 3,000 Ib
Base Moment= 0 in -Ib
0.11Sds= 0.10582
0.14Sds= 0.13468
Axial =P= (1.10582'200 Ib) +(1.13468=3000 Ib *0.75)
= 2,7741b
Mb= Base Moment"' 0.75
= 0 in -Ib * 0.75
= 0 in -Ib
I Axial Load P = 2,774 Ib
Mbase =Mb = 0 in -Ib
Axial stress =fa = P/A = P /(D *W)
= 69 psi
Moment Stress =fb = M/S = 6 *Mb /[(D *B ^21
= 0.0 psi
Moment Stress =fbl = fb-fb2
= 0.0 psi
M3 = (1/2) *fb2 *L *(2/3) *L = (1/3) *fb2 *L ^2
= 0 in -Ib
S -plate = (1)(t ^2)/6
= 0.023 in ^3 /in
fb /Fb = Mtotal/[(S-plate)(Fb)]
0.34 OK
Tanchor = (Mb- (PLapp *0.75 *0.46)(a)) /[(d) *N /2]
= -800 Ib No Tension
Cabal bad case RHI Sec 2.4 dem 4: (1W.115ds)DL + (1+0.145.125"17.73+1317.75 c. 14 ASD Method
Cross Aisle Loads
M1= wL ^2/2= fa*LA2/2
= 217 in -Ib
Moment Stress =fb2 = 2 * ft) * L/W
= 0.0 psi
M2= fb1 *L ^2)/2
= 0 in-Ib
Mtotal = M1 +M2 +M3
= 217 in -Ib /in
Fb = 0.75 *Fy
= 27,000 psi
Fp= 0.7 *Fc
= 1,750 psi OK
Tallow= 2,178 Ib
Pstatic= 2,774 Ib
Movt *0.75= 94,055 in-Ib
Frame Depth= 44.0 in
P= Pstatic +Pseismic= 4,912 Ib
b = Column Depth= 3.00 in
L =Base Plate Depth-Col Depth= 2.50 in
fa = P/A = P /(D *W)
= 123 psi
Sbase /in = (1)(t ^2)/6
= 0.023 in ^3 /in
fb /Fb = M /[(S- plate)(Fb)]
0.61 OK
Pseismic= Movt/Frame Depth
= 2,1381b
M= wL ^2/2= fa *L ^2/2
= 384 in -ib /in
Fbase = 0.75 *Fy
= 27,000 psi
APOLLO WAREHOUSE' M 0202 12 -7 Page 2 2_ of 0
OK
Check uplift load on Baseplate
Effec.
Effec. 1
131
Check uplift forces on baseplate with 2 or more anchors per RMI 7.2.2.
When the base plate configuration consists of two anchor bolts located on either side
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
Ta
Elevation
Uplift per Column= 1,338 Ib
Qty Anchor per BP= 2
Net Tension per anchor =Ta= 669 Ib
c= 2.50 in
Mu= Moment on Baseplate due to uplift= Ta *c /2
= 836 in -Ib
Splate= 0.117 inA3
[fb /Fb] *0.75= 0.198 OK
2/3/20!2
Structural
Concepts
pi Engineering
1200 N. Jefferson Ste. Ste F Anaheim. CA 921302 Tel: 714.632.7330 Fax: 714.632.7763
By: S.P. Project: APOLLO WAREHOUSE
Project #: M -020212 -7
Slab on Grade
Configuration: TYPE 1 SELECTIVE RACK
1111111111111111111111111111111111111111111111
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
DEAD LOAD =DL=
PRODUCT LOAD =PL=
P- seismic =EL=
Puncture
200 Ib per column
unfactored ASD load
3,000 Ib per column
unfactared ASO load
(Movt/Frame depth)
2,137 Ib per column
unfactored ASD load
Basealate Plan View
midway dist faze of column to edge of plate =c=
midway dist face of column to edge of plate =e=
Concrete
fc= 2,500 psi
tslab =t= 5.5 in
teff= 5.5 in
phi =0= 0.6
Soil
fsoil= 500 psf
Movt= 94,054 in -Ib
Frame depth = 44.0 in
Sds= 0.962
0.2 *Sds= 0.192
5.50 in
4.00 in
Load Case 1) (1.2 +0.2Sds *DL) + (0.85 +0.2Sds *PL) + 1.5 *EL RMI SEC 2.2 EQTN 5
= 1.3924 *200 Ib + 1.0424 *3000 Ib + 1.5 *2137 Ib
= 6,611 Ib
Load Case 2) (0.9- 0.2Sds)DL + (0.9- 0.2Sds) *PLapp + 1.5EL RMI SEC 2.2 EQTN 6
= (0.7076 *200 Ib) + (0.7076 *2010 Ib) + (1.5 *2137 Ib)
= 4,769 Ib
Load Case 3) 1.2 *DL + 1.4 *PL RMI SEC 2.2 EQTN 2
= 1.2 *200 Ib + 1.4 *3000 Ib
= 4,440 Ib
Effective Column Load =Pu= 6,611 Ib per column
Apunct= [(c +t) +(e +t)] *2 *t
= 225.50 in ^2
Slab Bending
Fpunct= 2.66 *phi *sgrt(fc)
= 79.8 psi
fv /Fv= Pu /(Apunct *Fpunct)
= 0.367 < 1 OK
Pse= DL +PL +E= 6,611 Ib
AsoiI= (Pse *144) /( fsoil)
= 1,904 in ^2
x= (L-y) /2
= 14.0 in
Fb= 5 *(phi) *(fc) ^0.5
= 150. psi
L= (Asoil) ^0.5
= 43.63 in
M= w *x ^2/2
= (fsoil *x ^2)/(144 *2)
= 338.9 in -Ib
y= (c *e) ^0.5 + 2 *t
= 15.7 in
S -slab= 1 *teff ^2/6
= 5.041n^ 3
fb /Fb= M /(S- slab *Fb)
= 0.448 < 1, OK
AI'OLI_n WARLHO[Y M- ()2c0? 1 2 7
Page /3 of /3 2/3/2c) 1 2
•
Raymond Handling Concepts Corporation 3500 W. Valley Hwy. North Telephone 253- 333 -2100
Suite 101 Telephone 888- 820 -8811
Auburn, WA 98001 Facsimile 253- 333 -5051
www.ravmondhandlina.com
February 28, 2012
City of Tukwila
PERMIT CENTER
RE: Letter #2
Permit App:
Apollo Warehouse
Answers for questions on incomplete letter #2
1. Maximum Storage height of product 20 feet
2. Ceiling height is 28 feet
3. Material To be stored -Wood Crates
Material will be stored directly wiredecks no solid shelving will be
used.
4. There is sprinklers and density .395gpm
Thank you
Jim Paoletti
Raymond Handling Concepts
206 - 391 -7370
R�Gtiv
CITY QF TU LA
MAR 012012
PERMIT CENTER
INCOMPLETE
LTR# 2-
0City of Tukwila
Jim Haggerton, Mayor
Department of Community Development Jack Pace, Director
February 22, 2012
Jim Paoletti
3500 West Valley Hy N, Suite 101
Auburn, WA 98001
RE: Incomplete Letter #2
Development Permit Application D12 -043
Apollo Holdings — 3314 S 116 St
Dear Mr. Paoletti,
This letter is to inform you that your permit application received at the City of Tukwila Permit Center on
February 16, 2012 is determined to be incomplete. Before your application can continue the plan review
process the attached /following items from the following department(s) need(s) to be addressed:
Fire Department: Al Metzler at 206 971 -8718 if you have questions concerning the
following comments.
1) What is the maximum storage height to be from the floor to the
top of the product?
2) What is the ceiling height?
3) What are the commodities to be stored?
4) What is the existing fire sprinkler density?
Please address the comment above in an itemized format with applicable revised plans, specifications,
and /or other documentation. The City requires that four (4) sets of revised plans, 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. Revisions must be made in person and will not
be accepted through the mail or by a messenger service.
If you have any questions, please contact me at the Permit Center at (206) 431 -3670.
Sincerely,
4.--0 R.0‘.4.._
Bill Rambo
Permit Technician
Enclosures
File: D12 -043
W:\Permit Center \Incomplete Letters\2012 \D12 -043 incomplete Ltr #2.doc
6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206- 431 -3670 • Fax: 206- 431 -3665
CityfTukwila
Jim Haggerton, Mayor
Department of Community Development Jack Pace, Director
February 15, 2012
Jim Paoletti
3500 West Valley Hy N, Ste 101
Auburn, WA 98001
RE: Incomplete Letter #1
Development Permit Application D12 -043
Apollo Holdings — 3314 S 116 St
Dear Mr. Paoletti,
This letter is to inform you that your permit application received at the City of Tukwila Permit Center on
February 10, 2012 is determined to be incomplete. Before your application can continue the plan review
process the attached /following items from the following department(s) need(s) to be addressed:
Building Department: Allen Johannessen at 206 433 -7163 if you have questions concerning
the attached comments.
Please address the comment above in an itemized format with applicable revised plans, specifications,
and /or other documentation. The City requires that four (4) sets of revised plans, 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. Revisions must be made in person and will not
be accepted through the mail or by a messenger service.
If you have any questions, please contact me at the Permit Center at (206) 431 -3670.
Sincerely,
fer Ma shall
't Tech 1},ician
Enc1Ds{ires
File: D12 -043
W:\Permit Center \Incomplete Letters\2012\D12- 043 Incomplete Ltr 4 1.doc
6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665
`, {
Tukwila Building Division;"
Allen Johanne'ssen, Plan Examiner
Determination of Completeness Memo
Date: February 14, 2012
Project Name: Apollo Holdings
Permit #: D12 -043
Plan Review: Allen Johannessen, Plans Examiner
The Building Division has deemed the subject permit application incomplete. To assist the applicant in
expediting the Department plan review process, please forward the following comments.
(GENERAL NOTE)
PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24)(36; all sheets shall be the same size).
(If applicable) Structural Drawings and structural calculations sheets shall be original signed wet
stamped, not copied.)
1. Provide a floor plan of the building that shows where and how many racks are to be installed.
Provide dimensions of the building and specify square footage of the storage area. Show dimensions
of the rack aisles and spacing.
2. Depending on the area size and occupant load, an egress plan may be required. Egress paths shall be
identified and shall be provided with emergency illumination. Provide all applicable information on
the plan for egress.
Should there be questions concerning the above requirements, contact the Building Division at 206 -431-
3670. No further comments at this time.
`PERMIT COORD COW
PLAN REVIEW /ROUTING SLIP
ACTIVITY NUMBER: D12 -043
PROJECT NAME: APOLLO HOLDINGS
SITE ADDRESS: 3314 S 116 ST
DATE: 03/01/12
Original Plan Submittal
Response to Correction Letter #
X Response to Incomplete Letter # 2
Revision # after Permit Issued
DEPARTMENTS: AV` � �
uilding Division ■ F e Prevention MI Planning Division
Public Works
❑ Structural ❑ Permit Coordinator
DETERMINATION OF COMPLETENESS: (Tues., Thurs.)
Complete
Incomplete
DUE DATE: 03/06/12
Not Applicable
Comments:
Permit Center Use Only
INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED:
Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials:
TUES /THURS ROUTING:
Please Route
REVIEWER'S INITIALS:
Structural Review Required
No further Review Required
DATE:
APPROVALS OR CORRECTIONS:
DUE DATE: 04/03/12
Approved ❑ Approved with Conditions 1\4 Not Approved (attach comments) n
Notation:
REVIEWER'S INITIALS:
DATE:
Permit Center Use Only
CORRECTION LETTER MAILED:
Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials:
Documents /routing slip.doc
2 -28 -02
*EMIT COORD COFP
PLAN REVIEW /ROUTING SLIP
ACTIVITY NUMBER: D12 -043
PROJECT NAME: APOLLO HOLDINGS
SITE ADDRESS: 3314 S 116 ST
DATE: 02/16/12
Original Plan Submittal
Response to Correction Letter #
X Response to Incomplete Letter # 1
Revision # after Permit Issued
DEPARTMENTS:
Building Division
Public Works
n
AVA
Fire Prevention pm Planning Division
Structural
Permit Coordinator
DETERMINATION OF COMPLETENESS: (Tues., Thurs.)
Complete
Comments:
DUE DATE: 02/21/12
Incomplete Not Applicable
Permit Center Use Only
INCOMPLETE LETTER MAILED:
LETTER OF COMPLETENESS MAILED:
Departments determined incomplete: Bldg ❑ Fire Ping ❑ PW ❑ Staff Initials:
TUES /THURS ROUTING:
Please Route
Structural Review Required n No further Review Required
REVIEWER'S INITIALS: DATE:
APPROVALS OR CORRECTIONS:
DUE DATE: 03/20/12
Approved n Approved with Conditions n Not Approved (attach comments)
Notation:
REVIEWER'S INITIALS:
DATE:
Permit Center Use Only
CORRECTION LETTER MAILED:
Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials:
Documents /routing slip.doc
2 -28-02
ttF11Mi 4�JU1!�;1Wy •
PLAN REVIEW /ROUTING SLIP
ACTIVITY NUMBER: D12 -043
PROJECT NAME: APOLLO HOLDINGS
SITE ADDRESS: 3314 S 116 ST
X Original Plan Submittal
Response to Correction Letter # Revision #
DATE: 02 -10 -12
Response to Incomplete Letter #
After Permit Issued
DEP RTM NTS:
°9-1111
ball Ing Ivlsion
Public Works
Fire Prevention
Structural
1
Planning Division
❑ Permit Coordinator
DETERMINATION OF COMPLETENESS: (Tues., Thurs.)
Complete
Comments:
Incomplete
DUE DATE: 02 -14 -12
Not Applicable
Permit Center Use Only
INCOMPLETE LETTER MAILED: 07- 1C.11.— LETTER OF COMPLETENESS MAILED:
Departments determined incomplete: Bldg X Fire ❑ Ping ❑ PW ❑ Staff Initials:_
TUES/THURS ROUTING:
Please Route
nStructural Review Required
REVIEWER'S INITIALS:
No further Review Required
DATE:
n
APPROVALS OR CORRECTIONS:
DUE DATE: 03-13-12
Approved Approved with Conditions n Not Approved (attach comments) n
Notation:
REVIEWER'S INITIALS: DATE:
Permit Center Use Only
CORRECTION LETTER MAILED:
Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials:
DOCu nentshoufing slip_doc
2 -28 -02
•
City of Tukwila
Department of Community Development
6300 Southcenter Boulevard, Suite # 100
Tukwila, Washington 98188
Phone: 206 - 431 -3670
Fax: 206 - 431 -3665
Web site: http: / /www.ci.tukwila.wa.us
REVISION SUBMITTAL
1
Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through
the mail, fax, etc.
Date: -12-
Plan Check/Permit Number: D12-043
• Response to Incomplete Letter # 2
❑ Response to Correction Letter #
❑ Revision # after Permit is Issued
❑ Revision requested by a City Building Inspector or Plans Examiner
Project Name: Apollo Holdings
Project Address: 3314 S 116 St
Contact Person: j Q p LE1 1, Phone Number:
Rem
NTV nF ALA
MAR 0120121
t'ERMIT CENTER
Summary of Revision:
D f) trk,l td■ (�1 / croft) n1 S t.✓ <<S
Lti 1 C L2 I
Sheet Number(s):
"Cloud" or highlight all areas of revision Intl ding date "of revision
Received at the City of Tukwila Permit Center by: /0
O7jQt1tZ
Entered in Permits Plus on
\applications \forms - applications on line \revision submittal
Created: 8 -13 -2004
Revised:
•
City of Tukwila
Department of Community Development
6300 Southcenter Boulevard, Suite #100
Tukwila, Washington 98188
Phone: 206 - 431 -3670
Fax: 206 -431 -3665
Web site: http: / /www.ci.tukwila.wa.us
1
REVISION SUBMITTAL
1
Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through
the mail, fax, etc.
Date: Plan Check/Permit Number: D 12 -043
® Response to Incomplete Letter # 1
❑ Response to Correction Letter #
❑ Revision # after Permit is Issued CITY NritiALA
❑ Revision requested by a City Building Inspector or Plans Examiner FEB 112012
PERMIT CENTER
Project Name: Apollo Holdings
Project Address: 3314 S 116 St
Contact Person: St IM Po I✓
Phone Number: I 121 Q
Summary of Revision:
rev NLw - 014/44 ti ,r� wAs%ts an
Sheet Number(s):
"Cloud" or highlight all areas of revision including date of revision
Received at the City of Tukwila Permit Center by:
Entered in Permits Plus on
\applications \forms- applications on line\revision submittal
Created: 8 -13 -2004
Revised:
Contractors or Tradespeople Peer Friendly Page
1
General /Specialty Contractor
A business registered as a construction contractor with L &I to perform construction work within the scope of
its specialty. A General or Specialty construction Contractor must maintain a surety bond or assignment of
account and carry general liability insurance.
Business and Licensing Information
Name RAYMOND HANDLING CONCEPTS CORP UBI No. 601785727
Phone 2533332100 Status Active
Address 41400 Boyce Road License No. RAYMOHC034KB
Suite /Apt. License Type Construction Contractor
City Fremont Effective Date 5/2/1997
State CA Expiration Date 10/5/2013
Zip 94538 Suspend Date
County Out Of State Specialty 1 General
Business Type Corporation Specialty 2 Unused
Parent Company
Business Owner Information
Name
Role
Effective Date
Expiration Date
RAYMOND, STEPHEN
01/01/1980
KOEL, STEVE
01/01/1980
STERNBERG, PAUL
01/01/1980
GABORRO, ALEX
01/01/1980
Bond Information
Page 1 of 1
Bond
Bond Company Name
Bond Account Number
Effective Date
Expiration Date
Cancel Date
Impaired Date
Bond Amount
Received Date
2
FEDERATED MUTUAL
INS CO
1090263
07/22/2001
Until Cancelled
$12,000.00
09/28/2001
Assignment of Savings Information No records found for the previous 6 year period
Insurance Information
Insurance
Company Name
Policy Number
Effective Date
Expiration Date
Cancel Date
Impaired Date
Amount
Received Date
1
Federated
Mutual Ins Co
9045549
10/01/1996
10/01/2012
$1,000,000.00
09/02/2011
Summons /Complaint Information No unsatisfied complaints on file within prior 6 year period
Warrant Information No unsatisfied warrants on file within prior 6 year period
https: // fortress .wa.gov /lni /bbip /Print.aspx 03/16/2012
6"
222" /
o
99
Li
'Coon
Room
246"
296"
SEPARATE PERMIT
REQUIRED FOR:
chanical
Electrical
Plurally
Gas Pig
City of Tukwila
BUILDING DIVISION
REVISNDNS
No c afl es shams be made to the scope
of work without prior approval of
Tukwila Building Division.
NOTE: Revisions will require a new plan submittal
end may include additional plan review fees.
1 44"
192" T.O.B.
132"
.l
72" T.O.B.
12" T.O.
Bo
EN
SPECIAL INSPECTION FOR STORAGE RACKS
(OVER 8 FEET)
Periodic special inspection is required during the
anchorage of access floors and storage racks 8 feet
or greater in height in structures assigned to
Seismic Design Category D, E or F.
IBC 1707.5 and
TABLE 1704.4 (4) Inspection of anchors installed
in hardened concrete.
REVIEWED FOR
CODE COMPLIANCE
APPROVED
MAR 14 2012
City of
BUILDING • ISION
'Ia
44"
FILE COPY
Parmitt4o. 12 2--- `014(
Pal revkos approvd Is oubliettoemcs and ontieet .
mai of oonsbuction documents does not authc e
It* violation of any adopted code or off. Receipt
conditions is alm ed
01
City Of
BUILDING DIVISION
The P.E. certification provided
herein by SCE, Inc. pertains to the
storage rack components only. All
other components are outside the
seape ofthis certification.
bixo 3
Engineer of Record
Struc;u al Concepts Enginee °ir
1200 N. Jefferson St., ; t:. F
.`ialy3i n (Th.
(714) 632.7330
RECEIVE
FEB 10 2012
PERMIT CENTER
FEB 0 6 2:217,
TO OUR CUSTOMERS:
The information on this drawing is prepared with the intent of
communicating a concept and design that is the intellectual property of
Raymond Handling Concepts Corporation. It is not intended for other
organizations as a means of quoting, designing /and or engineering
alternatives.
DESIGN BY:
Raymond Handling Concepts Corporation
For assistance call: 800.675.2500
DESIGN FOR:
APOLLO
SE
DRAWING NO.
SCALE 1/4 " =1'0"
DRAWN BY S.L.
PROJECT 9298
NUMBER
SHEET
OF
DATE 10/05/11
CHECKED
FILE
NAME
9298vu1
REV.
3"
3"
COLUMN
NOTES:
USE @ ALL
COLUMN /BASE LOCATIONS TYP.
8"
t
DESCRIPTION BASE PLATE: 8" x 5"
DESCRIPTION COLUMN: HMH IF 3014
DESCRIPTION
BRACING: HORIZ. & DIAG.
MATERIAL
3/8" THICK PLATE
MATERIAL
14 GAGE THK.
MATERIAL
16 GAGE STEEL
STEEL YIELD ASTM A36, Fy= 36,000 PSI
STEEL YIELD ASTM A570, Fy= 55,000 PSI
STEEL YIELD
ASTM A570, Fy= 55,000 PSI
NOTES:
USE @ ALL BRACE LOCATIONS TYP.
HORIZ.
BRACE
GENERAL INFORMATION
ROW
SPACER
OLUMN
BEAM
CONNECTOR
BASE
PLATE
NOT A DEPICTION OF THIS PROJECT
t-1 11/16"
5116E
SAPEIY PIN
NOTES:
USE @ ALL HMH BEAM TO COLUMN
CONNECTOR LOCATIONS.
DESCRIPTION
MATERIAL
STEEL YIELD
3 -PIN CONNECTOR
7 GAGE
ASTM A570, Fy= 55,000 PSI
NOTES:
USE @ ALL CONNECTOR TO COLUMN
LOCATIONS TYP.
DESCRIPTION 5 -5/8" BEAM (HMH# 55140)
MATERIAL
14 GAGE
STEEL YIELD
ASTM A570, Fy= 55,000 PSI
NOTES:
USE @ ALL HMH BEAM LOCATIONS TYP.
TYPE 1 SELECTIVE RACK
144"
192"
12"
11
44"
FRONT VIEW
REVIEWED FOR
CODE COMPLIANCE
APPROVED
MAR 14 2012
City of Tukwila
BUILDING DIVISION
GENERAL PROJECT NOTES
1. DESIGNED PER REQUIREMENTS OF THE 2009 IBC, 2008 RMI RACK DESIGN MANUAL
2. SEISMIC CRITERIA Ss = 1.443, 81 = 0.495, Fa = 1.00, Fv = 1.505
Ip = 1.0 (NO PUBLIC ACCESS), Sds = 0.962, Sd1 = 0.497, OCCUPANCY CATAG. II
SITE CLASS D, SEISMIC DESIGN CATAG. D
3. STORAGE CAPACITY:
1500# PER LEVEL TYP.
4. ANCHORS HILTI KWIK BOLT TZ ICC /ESR# 1917, 1/2 "l X 3 -1/4" MIN. EMBED.
(2) ANCHOR PER BASEPLATE
5. PERIODIC SPECIAL INSPECTION IS REQUIRED FOR ANCHORAGE OF STORAGE
RACKS 8 FEET OR GREATER IN HEIGHT IN STRUCTURES ASSIGNED TO SEISMIC
DESIGN CATEGORY
6. EXISTING S.O.G. CONCRETE THICKNESS & COMPRESSIVE STRENGTH, 5.5" x 2500 PSI
7. SOIL BEARING PRESSURE 500 PSF
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 OR BETTER
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.
bIOLf 3
...BASE PLATE
Engineer of Record
Strii haral Concepts Engin eri n
1200 N. Jefferson S4: , ' x:
Anah im,
(714) 632. 330
F.F.
31 /4"
MIN. EMBED.
NOTES: /1/2"
CONFIRM O.A.L. OF ANCHORS WITH INSTALLER TO
ENSURE REQUIRED EMBEDMENT IS OBTAINED.
RECEIVED
FEB 10 2012
PERMITCENTER
\ 4.. 3 ''1Q9
G SSE ;I •
L NA, L
ant
FEB 0 6 X111
DESCRIPTION
HILTI KWIK BOLT TZ ANCHOR
SIZE
1/2 "0 X 3 -1/4" MIN. EMBED.
DESCRIPTION
STORAGE RACK ELEVATIONS
ES R#
1917
NOTES:
SEE NOTE #4 ABOVE FOR ANCHOR
SPECS.
SHEET NO.
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