HomeMy WebLinkAboutPermit D17-0192 - YAMATO TRANSPORT - STORAGE RACKSYAMATO TRANSPORT
18271 ANDOVER PARK W
D17-0192
Parcel No:
Address:
0
City of Tukwila
0
Department of Community Development
6300 Southcenter Boulevard, Suite #100
Tukwila, Washington 98188
Phone: 206-431-3670
Inspection Request Line: 206-438-9350
Web site: http://www.TukwilaWA.gov
DEVELOPMENT PERMIT
3523049104
18271 ANDOVER PARK W.
Project Name: YAMATO TRANSPORT
Permit Number:
Issue Date:
Permit Expires On:
D17-0192
8/28/2017
2/24/2018
Owner:
Name:
Address:
Contact Person:
Name:
Address:
Contractor:
Name:
Address:
License No:
LIT INDUSTRIAL LTD PTNSHP
1717 MCKINNEY AVE #1900 , DALLAS,
WA, 75202
CHRIS LING Phone: (206) 394-3327
9800 40TH AVE S , SEATTLE, WA,
98118
ENGINEERED PRODUCTS, A PAPE CO Phone: (206) 394-3300
9800 40TH AVE S , SEATTLE, WA,
98188
ENGINPC931C0 Expiration Date: 2/20/2019
Lender:
Name: YAMATO TRANSPORT
Address:
18271 ANDOVER PARK W , TUKWILA,
WA, 98188
DESCRIPTION OF WORK:
INSTALLATION OF ADDITIONAL SELECTIVE PALLET RACK AND CANTILEVER RACK
Project Valuation: $22,000.00
Type of Fire Protection: Sprinklers: YES
Fire Alarm:
Type of Construction:
Electrical Service Provided by: TUKWILA
Fees Collected: $935.97
Occupancy per IBC:
Water District: HIGHLINE
Sewer District: TUKWILA
Current Codes adopted by the City of Tukwila:
International Building Code Edition:
International Residential Code Edition:
International Mechanical Code Edition:
Uniform Plumbing Code Edition:
International Fuel Gas Code:
2015
2015
2015
2015
2015
National Electrical Code:
WA Cities Electrical Code:
WAC 296-468:
WA State Energy Code:
2014
2014
2014
2015
Public Works Activities:
Channelization/Striping:
Curb Cut/Access/Sidewalk:
Fire Loop Hydrant:
Flood Control Zone:
Hauling/Oversize Load:
Land Altering:
Landscape Irrigation:
Sanitary Side Sewer:
Sewer Main Extension:
Storm Drainage:
Street Use:
Water Main Extension:
Water Meter:
Volumes: Cut: 0 Fill: 0
Number: 0
No Lit IL
Permit Center Authorized Signature: Dag" /
I hearby certify that I have read and examined this permit and know the same to be true and correct. All
provisions of law and ordinances governing this work will be complied with, whether specified herein or not.
The granting of this permit doe of presume to give authority to violate or cancel the provisions of any other
state or local laws r-:ulati . structio or the performance of work. I am authorized to sign and obtain this
development • -rmit : n, . • e to t • nditio s attached to this permit.
Signature:
Print Name: ( e-75 �_ e
Date: . P �f 7
This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if
the work is suspended or abandoned for a period of 180 days from the last inspection.
PERMIT CONDITIONS:
1: ***BUILDING PERMIT CONDITIONS***
2: Work shall be installed in accordance with the approved construction documents, and any changes made
during construction that are not in accordance with the approved construction documents shall be
resubmitted for approval.
3: All permits, inspection record card and approved construction documents shall be kept at the site of work
and shall be open to inspection by the Building Inspector until final inspection approval is granted.
4: All construction shall be done in conformance with the Washington State Building Code and the
Washington State Energy Code.
5: All rack storage requires a separate permit issued through the City of Tukwila Permit Center. Rack storage
over 8 -feet in height shall be anchored or braced to prevent overturning or displacement during seismic
events. The design and calculations for the anchorage or bracing shall be prepared by a registered
professional engineer licensed in the State of Washington. Periodic special inspection is required during
anchorage of storage racks 8 feet or greater in height.
6: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an
approval of, any violation of any of the provisions of the building code or of any other ordinances of the City
of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other
ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction
documents and other data shall not prevent the Building Official from requiring the correction of errors in
the construction documents and other data.
0 Q
7: The total number of fire extinguishers required for an ordinary hazard occupancy with Class A fire hazards is
calculated at one extinguisher for each 1,500 sq. ft. of area. The extinguisher(s) should be of the "All
Purpose" (3A, 40B:C) dry chemical type. Travel distance to any fire extinguisher must be 75' or less. (IFC
906.3) (NFPA 10, 5.4)
8: Maintain fire extinguisher coverage throughout.
10: All new fire alarm systems or modifications to existing systems shall have the written approval of The
Tukwila Fire Prevention Bureau. No work shall commence until a fire department permit has been
obtained. (City Ordinance #2437) (IFC 901.2)
11: Maintain fire alarm system audible/visual notification. Addition/relocation of walls or partitions may
require relocation and/or addition of audible/visual notification devices. (City Ordinance #2437)
12: 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)
13: Where storage height exceeds 15 feet and ceiling sprinklers only are installed, fire protection by one of the
following methods is required for steel building columns located within racks: (a) one-hour fire proofing,
(b) sidewall sprinkler at the 15 foot elevation of the column, (c) ceiling sprinkler density minimums as
determined by the Tukwila Fire Prevention Bureau. (NFPA 13-16.1.4)
14: Storage shall be maintained 2 feet or more below the ceiling in nonsprinklered areas of buildings or a
minimum of 18 inches below sprinkler head deflectors in sprinklered areas of buildings. (IFC 315.3.1)
15: Flue spaces shall be provided in accordance with International Fire Code Table 3208.3. Required flue
spaces shall be maintained.
9: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances
#2436 and #2437)
16: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply
approval of such condition or violation.
17: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention
Bureau at (206)575-4407.
PERMIT INSPECTIONS REQUIRED
Permit Inspection Line: (206) 438-9350
1700 BUILDING FINAL**
1400 FIRE FINAL
4046 SI-EPDXY/EXP CONC
CITY OF TUKWILA
Community Development Department
Public Works Department
Permit Center
6300 Southcenter Blvd., Suite 100
Tukwila, WA 98188
http://www.TulcwilaWA.gov
Building Permit No. 111-01010,
Project No
Date Application Accepted: 1 1 r/ 1
Date Application Expires: 1 I% 146
(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
411
King Co Assessor's Tax No.:
Site Address: 18721 -ANDOVER PARK W Suite Number: Floor:
New Tenant: ❑ Yes ®..No
Tenant Name:
Yamato Transport
PROPERTY OWNER
Name: Chris Ling
Name: Clarion Partners
Address: 9800 40th AVE S
Address: 1717 McKinney AVE #1900
City: Seattle State: WA
City: Dallas State: TX
Zip: 75202
CONTACT PERSON — person receiving all project
communication
Name: Chris Ling
Address: 9800 40th AVE S
Address: 9800 40th AVE S
Phone: (206) 394-3300 Fax: (206) 575-6688
City: Seattle State: WA
Zip: 98118
Phone: (206) 394-3327 Fax: (206)
575-6688
Email: chrisl@epofwa.com
GENERAL CONTRACTOR INFORMATION
Company Name: ENGINEERED PRODUCTS
Address: 9800 40th AVE S
City: Seattle State: WA Zip: 98118
Phone: (206) 394-3300 Fax: (206) 575-6688
Contr Reg No.: ENGINPC931CO Exp Date: 02/20/2019
Tukwila Business License No.: BUS -010070
H:\Applications'Forms-Applications On Line \20I I Applications\Permit Application Revised - 8-9-11.docx
Revised: August 2011
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ARCHITECT OF RECORD
Company Name: Structural Concepts Engineering
Engineer Name: Ali Abolhassani
Company Name:
City: La Verne State: CA Zip: 91750
Phone: (909) 596-1351 Fax: (909) 596-7186
Architect Name:
City:..- ,� I h
State:otec
Address:
City:
State:
Zip:
Phone:
Fax:
Email:
ENGINEER OF RECORD
Company Name: Structural Concepts Engineering
Engineer Name: Ali Abolhassani
Address: 1815 Wright AVE
City: La Verne State: CA Zip: 91750
Phone: (909) 596-1351 Fax: (909) 596-7186
Email:
LENDER/BOND ISSUED (required for projects $5,000 or
greater per RCW 19.27.095)
Name: VArAiTryT
''
Address: i.'7), i
i
L' h W f�r NAL
City:..- ,� I h
State:otec
p
Zip: igi r<!
Page 1 of 4
BUILDING PERMIT INFORMATION — 206-431-3670
Valuation of Project (contractor's bid price): $ 22,000
Describe the scope of work (please provide detailed information):
Installation of additional Selective Pallet Rack and Cantilever Rack
Will there be new rack storage? V Yes
❑ .. No
Existing Building Valuation: $
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:
VI 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 Health
Department.
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Revised: August 2011
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Page 2 of 4
Existing
Interior Remodel
Addition to
Existing
Structure
New
Type of
Construction per
IBC
Type of
Occupancy per
IBC
1st Floor
35,000
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:
VI 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 Health
Department.
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Revised: August 2011
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Page 2 of 4
PUBLIC WORKS PERMIT INFORMATION — 206-433-0179
Scope of Work (please provide detailed information):
Call before you Dig: 811
Please refer to Public Works Bulletin #1 for fees and estimate sheet.
Water District
❑ ...Tukwila ❑ ...Water District #I25
❑ ...Water Availability Provided
Sewer District
❑ ...Tukwila
❑ ...Sewer Use Certificate
❑ .. Highline
❑ ...Valley View 0 .. Renton
❑ ...Sewer Availability Provided
❑ .. Renton
0 .. Seattle
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.
Submitted with Application (mark boxes which apply):
❑ ...Civil Plans (Maximum Paper Size — 22" x 34")
0 ...Technical Information Report (Storm Drainage)
0 ...Bond ❑ .. Insurance 0 .. Easement(s)
Proposed Activities (mark boxes that apply):
0 ...Right-of-way Use - Nonprofit for less than 72 hours
0 ...Right-of-way Use - No Disturbance
0 ...Construction/Excavation/Fill - Right-of-way 0
Non Right-of-way ❑
❑ ...Total Cut
❑ ...Total Fill
cubic yards
cubic yards
0 .. Geotechnical Report
❑ .. Maintenance Agreement(s)
0 ...Traffic Impact Analysis
0 ...Hold Harmless — (SAO)
❑ ... Hold Harmless — (ROW)
❑ .. Right-of-way Use - Profit for less than 72 hours
0 .. Right-of-way Use — Potential Disturbance
❑ .. Work in Flood Zone
❑ .. Storm Drainage
❑ ...Sanitary Side Sewer 0 .. Abandon Septic Tank 0 .. Grease Interceptor
0 ...Cap or Remove Utilities 0 .. Curb Cut 0 .. Channelization
0 ...Frontage Improvements 0 .. Pavement Cut 0 .. Trench Excavation
0 ...Traffic Control 0 .. Looped Fire Line 0 .. Utility Undergrounding
0 ...Backflow Prevention - Fire Protection "
Irrigation
Domestic Water
0 ...Permanent Water Meter Size... WO #
0 ...Temporary Water Meter Size .. 5,WO #
❑ ...Water Only Meter Size WO # 0 ...Deduct Water Meter Size
❑ ...Sewer Main Extension Public 0 Private ❑
❑ ...Water Main Extension Public 0 Private 0
FINANCE INFORMATION
Fire Line Size at Property Line Number of Public Fire Hydrant(s)
❑...Water ❑...Sewer
Monthly Service Billing to:
Name:
0 ...Sewage Treatment
Day Telephone:
Mailing Address:
Water Meter Refund/Billing:
Name:
Mailing Address:
City
State Zip
Day Telephone:
City
State Zip
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Revised: August 2011
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Page 3 of 4
PERMIT APPLICATION NOTES -
Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject
to possible revision by the Permit Center to comply with current fee schedules.
Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation.
The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be
requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition).
I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER
PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT.
BUILDING O HO : " ,ED AGENT:
Signature. Date: E° 763 /,,%i
Print Name: aI't-S Day Telephone: .2.0t r
Mailing Address: 9 qO 5
�r.lik 1 -at
H:\ApplicationsWorms-Applications On Line \2011 ApplicationsU'ermit Application Revised - 8-9-11.docx
Revised: August 2011
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City State Zip
Page 4 of 4
Cash Register Receipt
City of Tukwila
DESCRIPTIONS I ACCOUNT
•PermitTRAK �. ."
QUANTITY I
PAID
: $935.97
D17-0192 Address: 18271 ANDOVER PARK W Apn: 3523049104
$935.97
Credit Card Fee
$27.26
Credit Card Fee
R000.369.908.00.00
0.00
$27.26
DEVELOPMENT
$882.12
PERMIT FEE
R000.322.100.00.00
0.00
$531.89
PLAN CHECK FEE
R000.345.830.00.00
0.00
$345.73
WASHINGTON STATE SURCHARGE
B640.237.114
0.00
$4.50
TECHNOLOGY FEE
$26.59
TECHNOLOGY FEE
TOTAL FEES PAID BY RECEIPT: R11904
R000.322.900.04.00
0.00
$26.59
$935.97
Date Paid: Thursday, July 13, 2017
Paid By: CHRISTOPHER LING
Pay Method: CREDIT CARD 02052B
Printed: Thursday, July 13, 2017 12:02 PM 1 of 1
CRSYSTEMS
INSPECTION RECORD
Retain a copy with permit
INSPE ION NO. PERMIT NO. Va.
CITY OF TUKWILA BUILDING DIVISION
bid-U��iZ
6300 Southcenter Blvd., #100, Tukwila: WA 98188
Permit Inspection Request Line (206) 438-9350
(206) 431-3670
Projec :
'//VVVVlZl i tAf ? f7
Type of Inspection:
Rci1LD1 &- AA/ L
Address:
Z-7/ AAThritide P t ,LA
Date Called:
Special Instructions:
Date Wanted:
G"
/ i7
p.m.
Requester:
Phone No:
Approved per applicable codes. Corrections required prior to approval.
COMMENTS:
Inspector:
4b&11
Date:/
i
REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be
paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection.
INSPECTION NO.
INSPECTION RECORD
Retain a copy with permit
bi7-012
PERMIT NO.
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670
Permit Inspection Request Line (206) 438-9350
Proj ct:
i/. , --ra 1SIALPozr
Type of Inspectio :
s) -M f J/ i' CO,K-
Address:
/6271 Aiv
Date Called:
Special Instructions:
Date Want
-)17
a.m.
m•
Requester:
Phone No:
Approved per applicable codes. D Corrections required prior to approval.
COMMENTS:
nspector:
Date:
REINSPECT ON FEE REQUIRED. Prior to next inspection, fee must be
paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection.
INSPECTION NUMBER
INSPECTION RECORD
Retain a copy with permit
1)n—or-it?
PERMIT NUMBERS
CITY OF TUKWILA FIRE DEPARTMENT
206-575-4407
Project:1 /..-----
,if
//
r/
Type of Inspection:
`- iC.
Address: `
Suite #: /,,2 7/
APIA'
`
Contact Person:
Special Instructions:
.'_ ,,7 -7 ,i/J e -,-, 71...„4/.19.1"
Phone No.:
Approved per applicable codes.
Corrections required prior to approval.
COMMENTS:
Sprinklers:
Fire Alarm:
Hood & Duct:
Monitor:
Pre -Fire:
/f. r -/, , ;ert-c4s --- 1//15S
Occupancy Type:
.'_ ,,7 -7 ,i/J e -,-, 71...„4/.19.1"
�o .47,,,,
1, ,4",4-:-? n e�.. a 0 11s d�,�ikilfiv,..� ...."_.._",
JY 4f
.'41::>P111)44. �i��/1� , . l c„ -,a iA t 477)C
/4-0,,,,
4 e
' / - -- P--`
r / /
Needs Shift Inspection:
Sprinklers:
Fire Alarm:
Hood & Duct:
Monitor:
Pre -Fire:
Permits:
Occupancy Type:
Inspector:
/�
Date: .aNi 2
Hrs.:
1.
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
3/14/14
T.F.D. Form F.P. 113
Structural
Concepts
Engineering
Project Name : YAMAMOTO
Project Number : R-070617.-ItL
Date : 07/10/17
1815 Wright Ave
La Verne, Ca. 91750
Tel: 909-596-1951 Fax 909-596-7186
'REVIEWED FOR
CODE COMPLIANCE
APPROVED
JUL 2 7 2017
City of Tukwila
BUILDING DIVISION
Street Address: 18721 ANDOVER PARK W
City/State : TUKWILA, WA 98188
RECEIVED
CITY OF TUKWILA
JUL 1 3 2017
PERMIT CENTER
Scope of Work : STORAGE RACK/ CANTILEVER
JUL 1 1 207
Sttural
r1Joncepts
Engineering
1815 Wright Ave La Verne. CA 91750 Tel: 909.596.1351 Fax: 909.596.7186
By: BOB S.
Project: YAMATO Project #: R-070617-11Iv
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 ZS
YAMATO-TYPE I SELECTIVE RACK
Page 2 of 2,1— 7/10/2017
Strturai
oncepts
Engineering
By: BOB S.
1815 Wright Ave La Verne. CA 91750 Tel: 909.596.1351 Fax: 909.596.7186
Project: YAMATO Project #: R-070617-11Iv
Design Data
1) The analyses herein conforms to the requirements of the:
2015 IBC Section 2209
2016 CBC Section 2209A
ANSI MH 16.1-2012 Specifications for the Design of Industrial Steel Storage Racks '2012 RMI Rack Design Manual"
ASCE 7-10, section 15.5.3
2) Transverse braced frame steel conforms to ASTM A570, Gr.55, with minimum strength, Fy=55 ksi
Longitudinal frame beam and connector steel conforms to ASTM A570, Gr.55, with minimum yield, Fy=55 ksi
All other steel conforms to ASTM A36, Gr. 36 with minimum yield, Fy= 36 ksi
3) Anchor bolts shall be provided by installer per ICC reference on plans and calculations herein.
4) All welds shall conform to AWS procedures, utilizing E70xx electrodes or similar. All such welds shall be performed
in shop, with no field welding allowed other than those supervised by a licensed deputy inspector.
5) The existing slab on grade is 5" thick with minimum 2500 psi compressive strength. Allowable Soil bearing capacity is 750 psf.
The design of the existing slab is by others.
6) Load combinations for rack components correspond to 2012 RMI Section 2.1 for ASD level load criteria
Definition of Components
Frame
Height
Beam
r
Product
1
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
YAMATO-TYPE I SELECTIVE RACK Page 3 of
7/10/2017
Str turaI
kooncepts
Engineering
1815 Wright Ave La Verne. CA 9175QTe1: 909.596.1351 Fax: 909.596.7186
By: BOB S.
Project: YAMATO Project #: R-070617-11Iv
Configuration & Summary: TYPE 1 SELECTIVE RACK
192"
58"
60"
72"
J
1-
96"
192"
48"
48"
48"
36"
</>
44" =T 44" 4
**RACK COLUMN REACTIONS
ASD LOADS
AXIAL DL= 128 /b
AXIAL LL= 3,750 /b
SEISMIC AXIAL Ps=+/- 4,938 /b
BASE MOMENT= 8,000 in -lb
Seismic Criteria
# Bm Lvls
Frame Depth
Frame Height
# Diagonals
Beam Length
Frame Type
Ss=1.427, Fa=1
3
44 in
192.0 in
4
96 in
Beam
Component
Description
STRESS
Column
Fy=55 ksi
Hannibal IF3014-3x3x14ga
P=3878 Ib, M=24292 in -Ib
0.99 -OK
Column & Backer
None
None
None
N/A
Beam
Fy=55 ksi
HMH 33160/3.375" Face x 0.06" thk
Lu=96 in
Capacity: 3672 Ib/pr
0.68-0K
Beam Connector
Fy=55 ksi
Lvl 1: 3 pin OK Mconn=8271 in -Ib
Mcap=12691 in -Ib
0.65 -OK
Brace -Horizontal
Fy=55 ksi
Hannibal 1-1/2x1-1/2x16ga
0.18-0K
Brace -Diagonal
Fy=55 ksi
Hannibal 1-1/2x1-1/2x16ga
0.27-0K
Base Plate
Fy=36 ksi
8x5x3/8 Fixity= 8000 in -Ib
0.71-0K
Anchor
2 per Base
0.5" x 3.25" Embed HILTI KWIKBOLT TZ ESR 1917 Inspection Reqd (Net Seismic Uplift=3064 Ib)
0.775 -OK
Slab & Soil
5" thk x 2500 psi slab on grade. 750 psf Soil Bearing Pressure
0.55-0K
Level
Load**
Per Level
Beam Spcg
Brace
Story Force
Transv
Story Force
Longit.
Column
Axial
Column
Moment
Conn.
Moment
Beam
Connector
1 2,500 Ib 72.0 in 36.0 in 230 Ib 171 Ib 3,878 Ib 24,292 "# 14,482 "# 4 pin 04.
2
3
2,500 Ib
60.0 in
2,500 Ib 58.0 in
48.0 in
48.0 in
48.0 in
421 Ib 314 Ib 2,585 Ib 11,475 "# 8,271 "# 3 pin OK
606 Ib 451 Ib 1,293 Ib 6,545 "# 4,254 "# 3 pin OK
** Load defined as product weight per pair of beams
Notes
Total: 1,256 Ib 936 Ib
YAMATO-TYPE I SELECTIVE RACK
Page of 2 Sr 7/10/2017
StrAtural
kdoncepts
ii Engineering
1815 Wright Ave La Verne. CA 91750 Tel: 909.596.1351 Fax: 909.5961186
By: BOB S. Project: YAMATO
Project #: R-070617-11Iv
Seismic Forces Configuration: TYPE 1 SELECTIVE RACK
Lateral analysis is performed with regard to the requirements of the 2012 RMI ANSI MH 16.1-2012 Sec 2.6 & ASCE 7-10 sec 15.5.3
Transverse (Cross Aisle) Seismic Load
V= Cs*Ip*Ws=Cs*Ip*(0.67*P*Prf+D)
Cs1= Sds/R
= 0.2378
Cs2= 0.044*Sds
= 0.0419
Cs3= 0.5*S1/R
= 0.0665
Cs -max= 0.2378
Base Shear Coeff=Cs= 0.2378
Level
1
2
3
PRODUCT LOAD P
2,500 Ib
2,500 Ib
2,500 Ib
Cs -max * Ip= 0.2378
Vmin= D.015
Eff Base Shear=Cs= 0.2378 Transverse Elevation
Ws= (0.67*PLRF1 * PL)+DL (RMI 2.6.2)
= 5,280 lb
Vt
P*0.67*PRF1
1,675 Ib
1,675 Ib
1,675 lb
Vtransv=Vt= 0.2378 * (255 Ib + 5025 Ib)
Etransverse= 1,256 Ib
Limit States Level Transverse seismic shear per upright
DL
85 Ib
85 Ib
85 Ib
hi
72 in
132 in
190 in
wi*hi
126,720
232,320
334,400
Ss= 1.427
S1= 0.532
Fa= 1.000
Fv= 1.500
Sds=2/3*Ss*Fa= 0.951
Sd1=2/3*S1*Fv= 0.532
Ca=0.4*2/3*Ss*Fa= 0.3805
(Transverse, Braced Frame Dir.) R= 4.0
Ip= 1.0
PRF1=
Pallet Height=hp= 48.0 in
DL per Beam Lvl= 85 Ib
Fi Fi*(hi+hp/2)
229.5 Ib 22,032-#
420.8 Ib 65,645-#
605.7 Ib 129,620-#
sum: P=7500 Ib 5,025 Ib
Longitudinal (Downaisle) Seismic Load
255 Ib
W=5280 Ib 693,440
1,256 Ib
2=217,297
Similarly for longitudinal seismic loads, using R=6.0
Cs1=Sd1/(T*R)= 0.1773
Cs2= 0.0419
Cs3= 0.0443
Cs -max= 0.1773
Level
1
2
3
PRODUC LOAD P
2,500 Ib
2,500 Ib
2,500 Ib
Ws=
Cs=Cs-max*Ip=
(0.67 * PLRF2 * P) + DL
5,280 Ib
0.1773
PRF2= 1.0
(Longitudinal, Unbraced Dir.) R= 6.0
T= 0.50 sec
Vlong=
Elongitudinal=
0.1773 * (255 Ib + 5025 Ib)
936 lb Limit States Level Longit. seismic shear per upright
P*0.67*PRF2
1,675 Ib
1,675 Ib
1,675 Ib
DL
85 Ib
85 Ib
851b
hi
72 in
132 in
190 in
wi*hi
126,720
232,320
334,400
L- -1
Fi
171.0 Ib
313.6 Ib
451.4 Ib
Front View
sum: 5,025 Ib
255 Ib
W=5280 Ib 693,440
936 Ib
YAMATO-TY)' E 1 SELECTIVE RACK
Pae C of -2-S
7/ 1 0/20 1 7
Str tura)
oncepts
- —/
Engineering
1815 Wright Ave La Verne. CA 91750 Tel: 909.596.1351 Fax: 909.596.7186
By: BOB S. Project: YAMATO
Project #: R-070617-11Iv
Downaisle Seismic Loads Configuration: TYPE 1 SELECTIVE RACK
Determine the story moments by applying portal analysis. The base plate is assumed to provide partial fixity.
Seismic Story Forces
Vlong= 936 Ib
Vcol=Vlong/2= 468 Ib
F1= 171 Ib
F2= 314 Ib
F3= 451 Ib
Seismic Story Moments
Typical frame made
Trihutarvarca o(twocolumn,
of rack frame
4
F
t
-4
96 —01
Front Vicw
Conceptual System
5idc Vicw
Typical Framc made
of two columns
fT
fl
Top View
rJ�fl
COL
Mbase-max= 8,000 in -Ib <=== Default capacity
Mbase-v= (Vcol*hleff)/2
= 16,146 in -Ib <=== Moment going to base
Mbase-eff= Minimum of Mbase-max and Mbase-v
= 8,000 in -Ib
M 1-1= [Vcol * hieff]-Mbase-eff
= (468 Ib * 69 in) -8000 in -Ib
= 24,292 in -Ib
Mseis= (Mupper+Mlower)/2
Mseis(1-1)= (24292 in -Ib + 11475 in-Ib)/2
= 17,884 in -Ib
hl-eff= h1 - beam clip height/2
= 69 in
M 2-2= [Vcol-(F1)/2] * h2
= [468 Ib - 156.8 Ib]*60 in/2
= 11,475 in -Ib
Mseis(2-2)= (11475 in -Ib + 6545 in-Ib)/2
= 9,010 in -lb
Vcol
Beam to Column
Elevation
rho= 1.0000
Summary of Forces
LEVEL hi Axial Load
1 72 in 3,878 Ib
2 60 in 2,585 Ib
3 58 in 1,293 Ib
Column Moment**
24,292 in -Ib
11,475 in -Ib
6,545 in -Ib
Mseismic** Mend -fixity Mconn**
17,884 in -Ib 2,805 in -Ib 14,482 in -Ib
9,010 in -Ib 2,805 in -Ib 8,271 in -Ib
3,273 in -Ib 2,805 in -Ib 4,254 in -Ib
Beam Connector
3 pin NG
3 pin OK
3 pin OK
Mconn= (Mseismic + Mend-fixity)*0.70*rho
Mconn-allow(3 Pin)= 12,691 in -Ib
**all moments based on limit states level loading
YAMATO-TYPE 1 SELECTIVE RACK
Page (p of 2
7/10/2017
Str tural
',oncepts
Engineering
By: BOB S.
1815 Wright Ave La Verne. CA 91750 Tel: 909.596.1351 Fax: 909.596.7186
Project: YAMATO Project #: R-070617-11Iv
Column (Longitudinal Loads) Configuration: TYPE 1 SELECTIVE RACK.,
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
Qf= 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 = 70.3 in
Ky = 1.0
Ly = 36.0 in
Cb= 1.0
COLUMN DL= 127 Ib
COLUMN PL= 3,750 Ib
Mcol= 24,292 in -Ib
Sds= 0.9513
1+0.105*Sds= 1.0999
1.4+0.14Sds= 1.5332
1+0.14Sds= 1.1332
0.85+0.14*Sds= 0.9832
B= 0.7000
rho= 1.0000
Axial Analysis
Critical load cases are: RMI Sec 2.1
Load Case 5: : (1+0.105*Sds)D + 0.75*(1.4+0.145ds)*B*P + 0.75*(0.7*rho*E)<= 1.0, ASD Method
axial load coeff: 0.80492055 * P seismic moment coeff: 0.5625 * Mcol
Load Case 6: : (1+0.104*Sds)D + (0.85+0.14Sds)*B*P + (0.7*rho*E)<= 1.0, ASD Method
axial load coeff: 0.68823 seismic moment coeff: 0.7 * Mcol
By analysis, Load case 6 governs utilizing loads as such
Axial Load=Pax= 1.133182*127 Ib + 0.983182*0.7*3750 Ib
= 2,725 Ib
Moment=Mx= 0.7*rho*Mcol
= 0.7 * 24292 in -Ib
= 17,004 in -Ib
KxLx/rx = 1.7*70.3125"/1.326" KyLy/ry = 1*36"/1.08"
= 90.1 = 33.3
Fe= n^2E/(KL/r)max^2
= 35.8ksi
Pn= Aeff*Fn
= 21,793 Ib
P/Pa= 0.24 > 0.15
Bending Analysis
Fy/2= 27.5 ksi
Qc= 1.92
Fe > Fy/2
Fn= Fy(1-Fy/4Fe)
= 55 ksi*[1-55 ksi/(4*35.8 ksi)]
= 33.9 ksi
Pa= Pn/Qc
= 21793 Ib/1.92
= 11,351 Ib
Check: Pax/Pa + (Cmx*Mx)/(Max*px) <_ 1.0
P/Pao + Mx/Max _< 1.0
Pno= Ae*Fy
= 0.643 in^2 *55000 psi
= 35,365 Ib
Max= My/4f
= 41415 in-Ib/1.67
= 24,799 in -Ib
px= {1/[1-(Qc*P/Pcr)]}^-1
= {1/[1-(1.92*2725 Ib/23027 Ib)]}^ -1
= 0.77
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*70.3125 in)^2
= 23,027 Ib
(2725 Ib/11351 Ib) + (0.85*17004 in-lb)/(24799 in-Ib*0.77) = 0.99 < 1.0, OK (EQ C5-1)
(2725 Ib/18419 Ib) + (17004 in-lb/24799 in -Ib) = 0.83 . < 1.0, OK (EQ C5-2)
** For comparison, total column stress computed for load case 5 is: 870% q loads 3158.137648 lb Axial and M= 12753 in -lb
YAMATO-TYPE 1 SELECTIVE RACK Page 7, / of L 7/10/2017
Str tural
on is
�ng
ineering
1815 Wright Ave La Verne, CA 91750 Tel: 909.596.1351 Fax: 909.596.7186
By: BOB S.
Project: YAMATO
Project #: R-070617-11Iv
Transverse Column Configuration: TYPE 1 SELECTIVE RACK
Section Properties
Load at level= 1
Section: Hannibal IF3014-3x3x14ga
Aeff = 0.643 in^2
Ix = 1.130 in^4
Sx = 0.753 inA3
rx = 1.326 in
S2f= 1.67
E= 29,500 ksi
Cb= 1.0
Kx = 1.7
Ky = 1.0
Loads
Iy = 0.749 in^4
Sy = 0.493 in^3
ry = 1.080 in
Fy= 55 ksi
Cmx= 0.85
width= 3.000 in
depthl= 3.000 in
thickl= 0.0750 in
Lx = 70.3 in
Ly = 36.0 in
3.0"
3.0"
0 75"
Transverse Elevation
COLUMN DL= 128 Ib
COLUMN PL= 3,750 Ib
Sds= 0.9513
1+0.105*Sds= 1.0999
1.4+0.14Sds= 1.5332
1+0.14Sds= 1.1332
0.85+0.14*Sds= 0.9832
B 0 700D
rho= 0000
Movt= 217,297 in -Ib
Frame Depth=D= 44 in
Seismic Axial=Pv= Movt/D
= 4,939 Ib
Axial Analysis
Critical load cases are: RMI Sec 2.1
Load Case 5:: (1+0.105*Sds)D + 0.75*(1.4+0.14Sds)*B*P + 0.75*(0.7*rho*E)<= 1.0, ASO Method
Load Case 6: : (1+0.104*Sds)D + (0.85+0.14Sds)*B*P + (0.7*rho*E)<= 1.0, ASD Method
Load Case 5:
Axial Load= 1.0998865*127.5 Ib + 0.75*(1.533182*0.7*3750 Ib) + 0.75*(0.7*rho*4939 Ib)
= 5,752 Ib
Load Case 6:
Axial Load= 1.133182*127.5 Ib + 0.983182*0.7*3750 Ib + (0.7*rho*4939 Ib)
= 6,183 Ib
Eff. Axial Load= 6,183 Ib
KxLx/rx = 1.7*70.3125"/1.326"
= 90.1
Fe= n^2E/(KL/r)max^2
= 35.8ksi
Pn= Aeff*Fn
= 21,793 Ib
P/Pa= 0.54 > 0.15
Bending Analysis
KyLy/ry = 1*36"/1.08"
= 33.3
Fy/2= 27.5 ksi
Qc= 1.92
Fe > Fy/2
Fn= Fy(1-Fy/4Fe)
= 55 ksi*[1-55 ksi/(4*35.8 ksi)]
= 33.9 ksi
Pa= Pn/Qc
= 21793lb/1.92
= 11,351 Ib
Check: P/Pa + (Cmy*My)/(May*py) <_ 1.0
P/Pao + My/May <_ 1.0
Pno= Ae*Fy
= 0.643 in^2 *55000 psi
= 35,365 Ib
May= My/Qf
= 27115 in-lb/1.67
= 16,237 in -Ib
px= {1/[1-(S2c*P/Pcr)]}^-1
= {1/[1-(1.92*6183 Ib/23027 Ib)]}^ -1
= 0.48
Combined Stresses
Pao= Pno/Qc Myield=My= Sy*Fy
= 353651b/1.92 = 0.493 in^3 * 55000 psi
= 18,419 Ib = 27,115 in -Ib
Pcr= n^2EI/(KL)max^2
= nA2*29500 ksi/(1.7*70.3125 in)^2
= 23,027 Ib
(6183 Ib/11351 Ib) + (0.85*0 in-Ib)/(16237 in-Ib*0.48) =
(6183 Ib/18419 Ib) + (0 in-Ib/16237 in -Ib) =
0.54 < 1.0, OK
0.34 < 1.0, OK
(EQ C5-1)
(EQ C5-2)
Page Z of 2 S--
A
Strititural
on is
ngineering
1815 Wright Ave La Verne, CA 91750 Tel: 909.596.1351 Fax: 909.596.7186
By: BOB S.
Project: YAMATO
Project M R -070617-11(v
BEAM
Contiguration: TYPE 1 SELECTIVE RACK
DETERMINE ALLOWABLE MOMENT CAPACITY
A) Check compression flange for local buckling (B2.1)
w= c - 2*t -2*r
= 1.625 in - 2*0.06 in - 2*0.06 in
= 1.385 in
w/t= 23.08
1=lambda= [1.052/(k)^0.5] * (w/t) * (Fy/E)^0.5
= [1.052/(4)^0.5] * 23.08 * (55/29500)^0.5
= 0.524 < 0.673, Flange is fully effective
B) check web for local buckling per section b2.3
fl(comp)= Fy*(y3/y2)= 49.25 ksi
f2(tension)= Fy*(y1/y2)= 101.01 ksi
Y= f2/f1 Eq. B2.3-5
= -2.051
k= 4 + 2*(1-Y)^3 + 2*(1-Y) Eq. B2.3-4
= 66.90
flat depth=w= y1+y3
= 3.135 in w/t= 52.25
1=lambda= [1.052/(k)^0.5] * (w/t) * (f1/E)^0.5
= [1.052/(66.9)^0.5] * 3.135 * (49.25/29500)^0.5
= 0.275 < 0.673
be=w= 3.135 in b2= be/2
b1= be(3-Y) = 1.57 in
= 0.621
bl+b2= 2.191 in ' > 1.0275 in, Web is fully effective
Determine effect of cold working on steel yield point (Fya) per section A7.2
Fya= C*Fyc + (1-C)*Fy (EQ A7.2-1)
Lcorner=Lc= (p/2) * (r + t/2)
0.141 in C= 2*Lc/(Lf+2*Lc)
Lflange-top=Lf= 1.385 in = 0.169 in
m= 0.192*(Fu/Fy) - 0.068 (EQ A7.2-4)
= 0.1590
Bc= 3.69*(Fu/Fy) - 0.819*(Fu/Fy)^2 - 1.79
= 1.427
since fu/Fv= 1.18 < 1.2
and r/t= 1 < 7 OK
then Fyc= Bc * Fy/(R/t)^m (EQ A7.2-2)
= 78.485 ksi
Thus, Fya-top= 58.97 ksi (tension stress at top)
Fya-bottom= Fya*Ycg/(depth -Ycg)
= 114.48 ksi (tension stress at bottom)
Check allowable tension stress for bottom flange
Lflange-bot=Lfb= Lbottom - 2*r*-2*t
= 2.510 in
Cbottom=Cb= 2*Lc/(Lfb+2*Lc)
= 0.101
Fy-bottom=Fyb= Cb*Fyc + (1-Cb)*Fyf
57.37 ksi
Fya= (Fya-top)*(Fyb/Fya-bottom)
= 29.56 ksi
if F= 0.95 Then F*Mn=F*Fya*Sx=
Eq. B2.1-4
Eq. B2.1-1
OK
Eq B2.3-2
(EQ A7.2-3)
3.375 i
2.75 in
1.63 in
Beam= HMH 33160/3.375" Face x 0.06" thk
depth
15.86 in -k
y2
y3
Ix=
Sx=
Ycg=
t=
Bend Radius=r=
Fy= Fyv=
Fu=Fuv=
E=
top flange=b=
bottom flange=
Web depth=
ft (camp)
1.042 in^4
0.565 in^3
2.228 in
0.060 in
0.060 in
55.00 ksi
65.00 ksi
29500 ksi
1.625 in
2.750 in
32-/C
Fy
Ycg
f2(tension)
yl= Ycg-t-r= 2.108 in
y2= depth-Ycg= 1.148 in
y3= y2 -t -r= 1.028 in
g'�
Str tura)
eon is
ngineering
1815 Wright Ave La Verne, CA 91750 Tel: 909.596.1351 Fax: 909.596.7186
By: BOB S.
Project: YAMATO
Project #: R-070617-11Iv
BEAM
Configuration: TYPE 1 SELECTIVE RACK
RMI Section 5.2, PT II
Section
Beam= HMH 33160/3.375" Face x 0.06" thk
Ix=Ib= 1.042 inA4
Sx= 0.565 in^3
t= 0.060 in
Fy=Fyv= 55 ksi
Fu=Fuv= 65 ksi
Fya= 59.0 ksi
E= 29500 ksi
F= 250.0
L= 96 in
Beam Level= 1
P=Product Load= 2,500 Ib/pair
D=Dead Load= 85 Ib/pair
1. Check Bending Stress Allowable Loads
Mcenter=F*Mn= W*L*W*Rm/8
W=LRFD Load Factor= 1.2*D + 1.4*P+1.4*(0.125)*P RMI2.2, item 8
FOR DL=2% of PL,
W= 1.599
Rm=
if F=
Then F*Mn=F*Fya*Sx=
Thus, allowable load
per beam pair=W=
Mend=
1 - [(2*F*L)/(6*E*Ib + 3*F*L)]
1 - (2*250*96 in)/[(6*29500 ksi*1.0418 inA3)+(3*250*96 in)]
0.813 .
0.95
31.65 in -k
F*Mn*8*(# of beams)/(L*Rm*W)
31.65 in -k * 8 * 2/(96in * 0.813 * 1.599)
4,058 Ib/pair allowable load based on bending stress
W*L*(1-Rm)/8
(4058 Ib/2) * 96 in * (1-0.813)/8
= 4,553 in -Ib
= 2,805 in -Ib
@ 4058 Ib max allowable load
@ 2500 Ib imposed product load
2. Check Deflection Stress Allowable Loads
3.375 in
2.75 in
1.63 in
111111111111111111111111111111111111111111110
Dmax= Dss*Rd
Rd= 1 - (4*F*L)/(5*F*L + 10*E*Ib)
= 1 - (4*250*96 in)/[(5*250*96 in)+(10*29500 ksi*1.0418 in^4)]
= 0.775 in
if Dmax= L/180 Based on L/180 Deflection Criteria
and Dss= 5*W*L^3/(384*E*Ib)
L/180= 5*W*LA3*Rd/(384*E*Ib*# of beams)
solving for W yields,
W= 384*E*I*2/(180*5*L^2*Rd)
= 384*1.0418 inA4*2/[180*5*(96 in)^2*0.775)
= 3,672 Ib/pair allowable load based on deflection limits
Thus, based on the least capacity of item 1 and 2 above:
Allowable Deflection= L/180
= 0.533 in
Deflection at imposed Load= 0.363 in
Allowable Toad= 3,6721 lb/pair
Imposed Product Load= 2,500 Ib/pair
!Beam Stress= 0.68
Beam at Level 1
ti.
Stru tura)
/ t
s
ngineering
1815 Wright Ave La Verne, CA 91750 Tel: 909.596.1351 Fax: 909.596.7186
By: BOB S.
Project: YAMATO Project /1: R-0706 17-
4 Pin Beam to Column Connection TYPE 1 SELECTIVE RACK
1 he beam end moments shown herein show the result ot the maximum induced fixed end monents torm seismic + static loads and the code
mandated minimum value ot 1.5%(DL+PL)
Mconn max= (Mseismic + Mend-fixity)*0.70*Rho
= 14,318 in -Ib Load at level 1
Connector Type= 4 Pin
Shear Capacity of Pin
P1
P3
2"17P
v2"
rho= 1.0000%
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 Ib
Bearing Capacity of Pin
tcol= 0.075 in Fu= 65,000 psi
Omega= 2.22 a= 2.22
Pbearing= alpha * Fu * diam * tcol/Omega
= 2.22 * 65000 psi * 0.438 in * 0.075 in/2.22
= 2,135 Ib < 3315 Ib
Moment Capacity of Bracket
Edge Distance=E= 1.00 in
Pin Spacing= 2.0 in Fy= 55,000 psi
C= P1+P2+P3+P4 tclip= 0.18 in
= P1+P1*(4.5"/6.5")+P1*(2.5"/6.5")+P1*(0.5"/6.5")
= 2.154 * P1
Mcap= Sclip * Fbending
= 0.127 inA3 * 0.66 * Fy
= 4,610 in -Ib
Pclip= Mcap/(2.154 * d)
= 4610.1 in-lb/(2.154 * 0.5 in)
= 4,281 Ib
C*d= Mcap = 2.154
Thus, P1= 2,135 Ib
Mconn-allow= [P1*6.5"+P1*(4.5"/6.5")*4.5" +P1*(2.5"/6.5")2.5" +P1*(0.5"/6.5")*0.51
• = 2135 LB*[6.5"+(4.5"/6.5")*4.5"+(2.5"/6.5")*2.5"+(0.5"/6.5")*0.51
= 22,664 in -Ib > Mconn max, OK
Sclip= 0.127 inA3
d= E/2
= 0.50 in
YAMATO-TYPE I SELECTIVE RACK Page f./ of
7/10/2017
Stru tural
is
Y
ngineering
1815 Wright Ave La Verne, CA 91750 Tel: 909.596.1351 Fax: 909.596.7186
Dy: BOB S.
Project: YAMATO Project #: R-0706 17-
3 Pin Beam to Column Connection
TYPE 1 SELECTIVE RACK
I he beam end moments shown herein show the result of the maximum induced tixed end monents form seismic + static loads and the code
mandated minimum value of 1.5%(DL+PL)
Mconn max= (Mseismic + Mend-fixity)*0.70*Rho
= 8,271 in -Ib Load at level 2
Connector Type= 3 Pin
Shear Capacity of Pin
P1
1••
P
P3
J 7 1/2
'411-111- C 12"
rho=11.0000''
Pin Diam= 0.44 in Fy= 55,000 psi
Ashear= (0.438 in)^2 * Pi/4
= 0.1507 in^2
Pshear= 0.4 * Fy * Ashear
= 0.4 * 55000 psi * 0.1507in^2
= 3,315 Ib
Bearing Capacity of Pin
tcol= 0.075 in Fu= 65,000 psi
Omega= 2.22 a= 2.22
Pbearing= alpha * Fu * diam * tcol/Omega
= 2.22 * 65000 psi * 0.438 in * 0.075 in/2.22
= 2,135 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 Ib
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")*0.5"]
= 2135 LB*[4.5"+(2.5"/4.5")*2.5"+ (0.5"/4.5")*0.5"]
= 12,691 in -Ib > Mconn max, OK
Sclip= 0.127 in^3
d= E/2
= 0.50 in
YAMATO-TYPE I SELECTIVE RACK
Page f.2. of Z . ` 7/10/2017
S tr tural
oncepts
Engineering
1815 Wright Ave La Verne. CA 91750 Tel: 909.596.1351 Fax: 909.596.7186
By: BOB S. Project: YAMATO
Project #: R-070617-11Iv
Transverse Brace Configuration: TYPE 1 SELECTIVE RACK
Section Properties
Diagonal Member= Hannibal 1-1/2x1-1/2x16ga
Area= 0.273 in^2 ��1.soo in
r min= 0.496 in
Fy= 55,000 psi
K= 1.0
Qc= 1.92
Frame Dimensions
.3- 0.25 in
Horizontal Member= Hannibal 1-1/2x1-1/2x16ga
Area= 0.273 in^2
r min= 0.496 in
7 Fy= 55,000 psi
1.500 in K= 1.0
1.500
4-0.25 in
Bottom Panel Height=H= 48.0 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
rho= 1.00
Load Case 6:: (1+
1
i
0
0.85+0.14Sds)*B*P + [0.7*rho*EJ<= 1.0, ASD Method
Vtransverse= 1,256 Ib
Vb=Vtransv*0.7*rho= 1256 Ib * 0.7 * 1
= 879 Ib
Ldiag= [(D-B*2)^2 + (H-6")^2]^1/2
= 56.6 in
Pmax= V*(Ldiag/D) * 0.75
= 8481b
axial load on diagonal brace member
Pn= AREA*Fn
= 0.273 in^2 * 22364 psi
= 6,105 Ib
Pallow= Pn/4
= 6105 Ib /1.92
= 3,180 Ib
Pn/Pallow=
Horizontal brace
0.27 <= 1.0 OK
Vb
(kl/r)= (k * Ldiag)/r min
= (1 x 56.6 in /0.496 in )I
= 114.1 in
Fe= pi^2*E/(kl/r)^2
= 22,364 psi
Since Fe<Fy/2,
Fn= Fe
= 22,364 psi
Typical Panel
Cpnfignration
Check End Weld
Lweld= 3.0 in
Fu= 65 ksi
tmin= 0.060 in
Weld Capacity= 0.75 * tmin * L * Fu/2.5
= 3,510 Ib OK
Vb=Vtransv*0.7*rho= 879 Ib
(kl/r)= (k * Lhoriz)/r min
= (1 x 44 in) /0.496 in
= 88.7 in
Since Fe>Fy/2, Fn=Fy*(1-fy/4fe)
= 34,564 psi
Pn/Pallow=
0.18 <= 1.0 OK
Fe= pi^2*E/(kl/r)^2
= 37,006 psi
Pn= AREA*Fn
= 0.273in^2*34564 psi
= 9,436 Ib
Fy/2= 27,500 psi
Pallow= Pn/Oc
= 9436 Ib /1.92
= 4,915 Ib
YAMATO-TYPE 1 SELECTIVE RACK Page l° of L
7/10/2017
Str tura)
oncepts
Engineering
1815 Wright Ave La Verne. CA 91750 Tel: 909.596.1351 Fax: 909.596.7186
By: BOB S. Project: YAMATO
Project #: R-070617-11Iv
Single Row Frame Overturning
Configuration: TYPE 1 SELECTIVE RACK
Loads
Critical Load case(s):
1) RMI Sec 2.2, item 7: (0.9-0.2Sds)D + (0.9-0.20Sds)*B*Papp - E*rho
Vtrans=V=E=Qe= 1,256 Ib
DEAD LOAD PER UPRIGHT=D= 255 Ib
PRODUCT LOAD PER UPRIGHT=P= 7,500 Ib
Papp=P*0.67= 5,025 Ib
Wst LC1=Wst1=(0.70974*D + 0.70974*Papp*1)= 3,747 Ib
Product Load Top Level, Ptop= 2,500 Ib
DL/Lvl= 85 Ib
Seismic Ovt based on E, E(Fi*hi)= 217,297 in -Ib
height/depth ratio= 4.3 in
Sds= 0.9513
(0.9-0.2Sds)= 0.7097
(0.9-0.2Sds)= 0.7097
B= 1.0000
rho= 1.0000
Frame Depth=Df= 44.0 in
Htop-Iv1=H= 190.0 in
# Levels= 3
# Anchors/Base= 2
hp= 48.0 in
hp
•
Tt
h
Df -01
SIDE ELEVATION
A) Fully Loaded Rack
h=H+hp/2= 214.0 in
Load case 1:
Movt= £(Fi*hi)*E*rho
= 217,297 in -Ib
Mst= Wstl * Df/2 T= (Movt-Mst)/Df
= 3747 Ib * 44 in/2 = (217297 in -Ib - 82434 in-lb)/44 in
= 82,434 in -Ib = 3,065 Ib Net Uplift per Column
Net Seismic Uplift= 3,065 Ib
B) Top Level Loaded Only
Load case 1:
0 V1=Vtop= Cs * Ip * Ptop >= 350 Ib for H/D >6.0
= 0.2378 * 2500 Ib
= 595 Ib
Vieff= 595 Ib Critical Level= 3
V2=VDL= Cs*Ip*D Cs*Ip= 0.2378
= 61 Ib
Mst= (0.70974*D + 0.70974*Ptop*1) * 44 in/2
= 43,017 in -Ib
Movt= [V1*h + V2 * H/2]*0.7*rho
= 93,089 in -Ib
T= (Movt-Mst)/Df
= (93089 in -Ib - 43017 in-lb)/44 in
= 1,138 Ib Net Uplift per Column
Net Seismic Uplift= 1,138 Ib
Anchor
Check (2) 0.5" x 3.25" Embed HILTI KWIKBOLT TZ anchor(s) per base plate.
Special inspection is required per ESR 1917.
Pullout Capacity=Tcap= 1,950 Ib L.A. City Jurisdiction? NO
Shear Capacity=Vcap= 2,150 Ib Phi= 1
(1532 lb/1950 Ib)^1 + (314 Ib/2150 Ib)^1 =
(569 Ib/1950 Ib)^1 + (148 Ib/2150 Ib)^1 =
Fully Loaded:
Top Level Loaded:
Tcap*Phi= 1,950 Ib
Vcap*Phi= 2,150 Ib
0.93 <= 1.2 OK
0.36 <= 1.2 OK
YAMATO-TYPE I SELECTIVE RACK
Page 7/ of L�
7/10/2017
Str tura)
oncepts
� ngineering
By: BOB S.
1815 Wright Ave La Verne. CA 91750 Tel: 909.596.1351 Fax: 909.596.7186
Project: YAMATO
Project #: R-070617-11Iv
Base Plate
Configuration: TYPE 1 SELECTIVE RACK
Section
Baseplate= 8x5x3/8
Eff Width=W = 8.00 in
Eff Depth=D = 5.00 in
Column Width=b = 3.00 in
Column Depth=dc = 3.00 in
L = 2.50 in
Plate Thickness=t = 0.375 in
a = 3.00 in
Anchor c.c. =2*a=d = 6.00 in
N=# Anchor/Base= 2
Fy = 36,000 psi
Downaisle Elevation
Down Aisle Loads Load Case 5.• : (1 +0.105*Sds)D + 0.75*1(1.4+0.14Sds)*B*P + 0.75*[0.7*rho*E]<= 1.0, ASD Method
COLUMN DL=
COLUMN PL=
Base Moment=
1+0.105*Sds=
1.4+0.14Sds=
B=
Axial stress=fa =
Moment Stress=fb =
Moment Stress=fbl =
M3 =
S -plate =
fb/Fb =
Tanchor =
Cross Aisle Loads
128 Ib
3,750 Ib
8,000 in -Ib
1.0999
1.5332
0 7000
P/A = P/(D*W)
79 psi
M/S = 6*Mb/[(D*B^2]
78.8 psi
fb-fb2
29.5 psi
(1/2)*fb2*L*(2/3)*L = (1/3)*fb2*L^2
103 in -Ib
(1)(t^2)/6
0.023 inA3/in
M tota l/ [ (S -plate) (Fb) ]
0.70 OK
(Mb-(PLapp*0.75*0.46)(a))/[(d)*N/2]
-1,174 Ib No Tension
Critical load case RMI Sec 2.1, item 4.' (I+0.115ds)DL + (1+0.14505)PL *0.75+EL*0.75 <= 1.0,15D Method
Axial=P= 1.0998865 * 127.5 Ib + 0.75 * (1.533182 * 0.7 * 3750 Ib)
= 3,159 1b
Mb= Base Moment*0.75*0.7*rho
= 8000 in -Ib * 0.75*0.7*rho
= 4,200 in -Ib
Axial Load P = 3,159 Ib
Mbase=Mb = 4,200 in -Ib
M1= wL^2/2= fa*L^2/2
= 247 in -Ib
Moment Stress=fb2 = 2 * fb * L/W
= 49.2 psi
M2= fb1*L^2)/2
= 92 in -Ib
Mtotal = M1+M2+M3
= 442 in-Ib/in
Fb = 0.75*Fy.
= 27,000 psi
F'p= 0.7*F'c
= 1,750 psi OK
Tallow= 1,950 Ib
OK
Check uplift load on Baseplate
Eff
Effe
Pstatic= 3,159 Ib
Movt*0.75*0.7*rho= 114,081 in -Ib
Frame Depth= 44.0 in
P=Pstatic+Pseismic= 5,751 Ib
b =Column Depth= 3.00 in
L =Base Plate Depth -Col Depth= 2.50 in
fa = P/A = P/(D*W)
= 144 psi
Sbase/in = (1)(t^2)/6
= 0.023 in^3/in
fb/Fb = M/[(S-plate)(Fb)]
0.71
OK
Pseismic= Movt/Frame Depth
= 2,593 Ib
M= wLA2/2= fa*L^2/2
= 449 in-Ib/in
Fbase = 0.75*Fy
= 27,000 psi
Check uplift forces on baseplate with 2 or more anchors per RMI 7.2.2.
'When the base plate configuration consists of two anchor bolts located on either side
f the column and a net uplift force exists, the minimum base plate thickness
hall be determined based on a design bending moment in the plate equal
o the uplift force on one anchor times 1/2 the distance from
he centerline of the anchor to the nearest edge of the rack column"
T
Ta
Elevation
Uplift per Column= 3,064 Ib
Qty Anchor per BP= 2
Net Tension per anchor=Ta= 1,532 Ib
c= 2.50 in
Mu=Moment on Baseplate due to uplift= Ta*c/2
= 1,915 in -Ib
Splate= 0.117 in^3
fb Fb *0.75= 0.454 OK
YAMATO-TYPE 1 SELECTIVE RACK
Page. `Z of 2
7/10/2017
By: BOB S.
1815 Wright Ave La Verne. CA 91750 Tel: 909.596.1351 Fax: 909.596.7186
Project: YAMATO
Project #: R-070617-11Iv
Slab on Grade
Configuration: TYPE 1 SELECTIVE RACK
IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIuiIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII
Base Plate
Effec. Baseplate width=B= 8,00 in
Effec. Baseplate Depth=D= 5.00 in
Column Loads
slab
ral
e
I ,
:
B ....
Down Aisle
Baseplate Plan View
Cross
• Aisle
width=a= 3.00 in
depth=b= 3.00 in
midway dist face of column to edge of plate=c= 5.50 in
midway dist face of column to edge of plate=e= 4.00 in
Concrete
fc= 2,500 psi
tslab=t= 5.0 in
teff= 5.0 in
phl = 06
Soil
fsoil= 750 psf
Movt= 152,108 in -Ib
Frame depth= 44.0 in
Sds= 0.951
0.2*Sds= 0.190
0 600
R=B/D= 1.600
Pc^0.5= 50.00 psi
DEAD LOAD=D=
PRODUCT LOAD=P=
Papp=
P-seismic=E=
B
rho=
Sds=
1.2 + 0.2*Sds=
0. 9 - 0.20Sds=
Puncture
128 Ib per column
unfactored ASD load
3,750 Ib per column
unfactored ASD load
2,513 Ib per column
(Movt/Frame depth)
3,456 Ib per column
unfactored Limit State load
0.:7000
1.0000
0.9513
1.3903
0.7097
Load Case 1) (1.2+0.2Sds)D + (1.2+0.2Sds)*B*P+ rho*E RMI SEC 2.2 EQTN 5
= 1.39026 * 128 Ib + 1.39026 * 0.7 * 3750 Ib + 1 * 3456 Ib
= 7,283 Ib
Load Case 2) (0.9-0.2Sds)D + (0.9-0.2Sds)*B*Papp + rho*E RMI SEC 2.2 EQTN 7
= 0.70974 * 128 Ib + 0.70974 * 0.7 * 2512.5 Ib + 1 * 3456 Ib
= 4,795 Ib
Load Case 3) 1.2*D + 1.4*P RMI SEC 2.2 EQTN 1,2
= 1.2*128 Ib + 1.4*3750 Ib
= 5,403 Ib
Load Case 4) 1.2*D + 1.0*P + 1.0E
= 7,360 Ib
Effective Column Load=Pu= 7,360 Ib per column
ACT 318-11 Sec 9.2.1, E9m 9-5
Apunct= [(c+t)+(e+t)]*2*t
= 195.0 in^2
Fpunctl= [(4/3 + 8/(3*p)] * k *(F'c^0.5)
= 90. psi
Fpunct2= 2.66 * X * (F'c^0.5)
= 79.8 psi
Fpunct eff= 79.8 psi
Slab Bending
fv/Fv= Pu/(Apunct*Fpunct)
= 0.473 < 1 OK
Pse=DL+PL+E= 7,360 Ib
Asoil= (Pse*144)/(fsoil)
= 1,413 in^2
x= (L -y)/2
= 11.4 in
Fb= 5*(phi)*(fc)^0.5
= 150. psi
L= (Asoil)^0.5
= 37.59 in
M= w*x^2/2
= (fsoil*x^2)/(144*2)
= 341.4 in -Ib
y= (c*e)^0.5 + 2*t
= 14.7 in
S -slab= 1*teff^2/6
= 4.17 in^3
fb/Fb= M/(S-slab*Fb)
= 0.546 < 1, OK
YAMATO-TYPE I SELECTIVE RACK
Page 0 of 24 7/10/2017
Str tural
oncepts
Engineering
1815 Wright Ave La Verne. CA 91750 Tel: 909.596.1351 Fax: 909.596.7186
By: S.P.
Project: YAMATO Project #: R-070617-11Iv
Configuration & Summary: TYPE 2 SELECTIVE RACK
192"
1
58"
60"
72"
48"
48"
192"
48"
36"
144"
-I" 44"
44" 4
**RACK COLUMN REACTIONS
ASD LOADS
AXIAL DL= 150 /b
AXIAL LL= 3,625/b
SEISMIC AXIAL Ps=+/- 5,063 Ib
BASE MOMENT= 6,000 /n -lb
Seismic Criteria
# Bm Lvls
Frame Depth
Frame Height
# Diagonals
Beam Length
Frame Type
Ss=1.427, Fa=1
3
44 in
192.0 in
4
144 in
Single Row
Component
Description
STRESS
Column
Fy=55 ksi
Hannibal IF3014-3x3x14ga
P=3775 Ib, M=23533 in -Ib
0.95-0K
Column & Backer
None
None
None
N/A
Beam
Fy=55 ksi
HMH 50160/5" Face x 0.06" thk
Lu=144 in
Capacity: 3895 Ib/pr
0.77-0K
Beam Connector
Fy=55 ksi
LvI 2: 3 pin OK Mconn=8934 in -Ib
Mcap=12691 in -Ib
0.7-0K
Brace -Horizontal
Fy=55 ksi
Hannibal 1-1/2x1-1/2x16ga
0.17-0K
Brace -Diagonal
Fy=55 ksi
Hannibal 1-1/2x1-1/2x16ga
0.26-0K
Base Plate
Fy=36 ksi
8x5x3/8 Fixity= 8000 in -Ib
0.71-0K
Anchor
2 per Base
0.5" x 3.25" Embed HILTI KWIKBOLT TZ ESR 1917 Inspection Reqd (Net Seismic Uplift=3232 Ib)
0.808 -OK
Slab & Soil
5" thk x 2500 psi slab on grade. 750 psf Soil Bearing Pressure
0.54-0K
Level
Load**
Per Level
Beam Spcg
Brace
Story Force
Transv
Story Force
Longit.
Column
Axial
Column
Moment
Conn.
. Moment
Beam
Connector
2
3
3,000 Ib
60.0 in
3,000 Ib 58.0 in
48.0 in
48.0 in
48.0 in
457 lb
341 Ib
3,100 lb
12,471 "# 8,934 "#
3 pin OK
658 Ib 491 Ib 1,550 Ib 7,114 "# 4,569 "# 3 pin OK
** Load defined as product weight per pair of beams
Notes
Total: 1,226 Ib 914 Ib
INT TUNNEL BAY
YAMATO-TYPE 2 SELECTIVE RACK
Page f� of 2- S 7/10/2017
Structural
Concepts
Engineering
1815 Wright Ave., La Verne, CA 91750 Tel: 909.596.1351 Fax: 909.593.8561
Cantilever Rack
Analysis
Str turas
onccets
ngineering
1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763
Ry• Bob S
Design Data
Prosect: Yamamoto
Configuration: SGL SIDED CANTILEVER RACK
Prnjeet #. R -070617 -
1) The analysis presented herein conforms to the requirements of the 2015 IBC, 2013 CBC and ASCE 7-10
2) W & S Shape steel conforms to ASTM A572, Gr. 50, with minimum yield, Fy= 50 ksi
Formed steel conforms to ASTM A570, Gr. 50, with minimum yield, Fy= 50 ksi
Other steel conforms to ASTM A36, Gr. 36, with minimum yield, Fy= 36 ksi
3) Bolts shall conform to ASTM A325 -N unless noted otherwise on the plans or calculations.
4) Anchor bolts shall be provided by installer per ICC reference on plans and calculations herein. Installer must
provide any special inspection as called out on plans or calculations, or as required by the ICC report indicated herein.
5) AH 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.
6) 5 in Thk x 2500 psi slab with 750 psf soil bearing pressure
Seismic Design Coefficient
Ss= 1.4240
S1= 0.5310
Fa= 1.0000
Fv= 1.5000
Sds= 0.9490
Sd1= 0.5310
1J 1
Str tural
once is
ngineering
1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763
By: Bob 5 Project: Yamamoto
Project #: R -070617 -
Summary of Results Configuration: SGL SIDED CANTILEVER RACK
1
SIDE VIEW
Seismic CoeffSs= 1.424
Seismic Coeff Fa= 1.000
60°
T
FRONT VIEW
T
Rack Dimensions & Loads
Arm Elev Unif. Arm Load
h1 72 in 650 Ib
h2 132 in 650 Ib
h3 184 in 650 Ib
Summary of Components & Results
Column
Fy=50 ksi
W8x18
0.31
OK
Base
Fy=50 ksi
W8x18
0.29
OK
Arm •
Fy=50 ksi
S3x5.7# _
0.51
OK
Arm Connection
(4) 3/4" Diam Bolts, Grade 5 or better
0.13
OK
Brace
Fy=50 ksi
X Brace: Strap 2x7ga Strut L2 -1/2x2 -1/2x3/16
0.04
OK
X Brace Connection
Bolted
(1) 0.5 in diam Bolt per end
0.10
OK
Anchors
ESR 1917
0.625 in diam x 4 in embed Hilti Kwikbolt TZ with inpsection 4 per base
0.44
OK
Slab & Soil
5 in thick x 2500 psi with 750 psf soil at grade
0.06
OK
Notes
ALL LOADS SHOWN ARE PER ARM, UNIFORM LOAD, NO TIP LOADS, NO DROPPED LOADS, NO IMPACT LOADS
Page /1 of 21—
Str tural
td onceis
1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632:7763
By: Bob 5
Seismic Loads
Project:Yamamoto
Project #: R -070617 -
Configuration: SGL SIDED CANTILEVER RACK
Seismic Eqtn:
Transverse Longitudinal
Cs1=
Sds*I/R
=
0.759 0.292
Cs2=
0.044*Sds*I
=
0.042 0.042
Cs3=
0.5*S1*I/R
=
0.212 0.082
Vtrans= 0.7592
Vlong= 0.2920
Arm LL= 1,950 Ib
E Arm LL*phi= 1,307 Ib
E Arm uL= 303 Ib
V-transv= 0.7592 * 1610 Ib
= 1,2221b/frame
tranv shear per upright
Rtrans= 1.25
Rlong= 3.25
# Sides=n= 1
# Arms= 3
W 1 = Warm,gravity= 2,253 Ib
Ss= 1.424
S1= 0.531
Fa= 1.000
Fv= 1.500
Sds= 0.949
Sdl= 0.531
I= 1.0
phi= 0.67
** DL per arm= 101.0 Ib
Side Elevation
W2=Warm,seismic= 1,610 Ib ** weight of arm plus trib weight of column per level
V-Iong= 0.292 * 1610 Ib
= 470 Ib/frame
iongit shear per upright
V
Lateral Force Distribution
Transverse Force
Longitudinal Force
Level
1
2
3
W1 (DL+LL)*n
W2 (DL+LL*phi)
hx
wxhx
Fi
Fi* hi
Fi
751 Ib 537 Ib 72 in 38628 227 Ib 16,344 in -Ib
751 Ib 537 Ib 132 in 70818 416 Ib 54,874 in -Ib
751 Ib 537 Ib 184 in 98716 579 Ib 106,536 in -Ib
87 Ib
160 Ib
223 Ib
E= 208,162 1,222 Ib 177,753 in -Ib
Summary of Frame Loads
Mseismic= 177,753 in -Ib Marm-max= (LL-max+DL) * (Arm Length/2)
Mwind= 42,701 in -Ib = (650 Ib + 50 Ib) * (48 in/2)
Pcol= 2,253 Ib DL+LL = 16,800 in -Ib
Marm-total= E Marm
= 50,400 in -Ib
Page a$ of Zs'
Sttural
4J once is
ngineering
1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763
By: Bob 5
Project: Ya ma moto
Project #: R -070617 -
Arm
Configuration: SGL SIDED CANTILEVER RACK
Analysis is based on a uniformly loaded arm with no tip or impact loads considered.
Arm Type= S3x5.7#
Ix= 2.5200 inA4
Sx= 1.680 in^3
Fy= 50,000 psi
L= 48 in
Check Arm Bending
LL -max= 650 Ib
DL= 50 Ib
M= W * L/2
= 16,800 in -Ib
fb= M/Sy
= 10,000 psi
Fb= 0.6 * Fy
30,000 psi
fb/Fb=
0.33
Check Bolts For Imposed Arm Loads
OK
Check Arm Deflection
L
W
E= 29,000,000 psi
D= w * L^4/(8 * E * Ix)
= 0.1367 in
Dallow= L/180
= 0.27 in OK
Spacing=d= 4.0 in
Bolt diameter= 0.75 in
Ft= 44,000 psi
Fv= 28,000 psi
tmin= 0.188 in
Fu= 58,000 psi
# Bolts in shear=Ns= 4
# Bolts in tension=Nt= 2
M= 16,800 in -Ib
T= M/d
= 4,200 Ib
W= LL+DL
= 700 Ib
W/Bolt= 175 Ib
T/Bolt= 2,100 Ib
Shear Capacity= Bolt Area * Fv
= [(0.75 in)A2 * pi/4] * 28000 psi
= 12,370 Ib
Bearing Capacity= Bolt Diam * tmin * Fu * 1.2
= 9,788 Ib
Tension Capacity= Bolt Area * Ft
= 19,439 Ib
Combined stresses:
Arm to Column Connection
(175 Ib/9788 Ib) + (2100 Ib/19439 Ib)= 0.13 OK
Column
Bolt
Arm
Page (' of L S
� r
Strjaitural
once is
ngineering
1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763
By: Bob 5 Project:Yamamoto
Column Load Case: DL+LL Configuration: SGL SIDED CANTILEVER RACK
Project #: R -070617 -
Section
Section= W8x18
Area= 5.26 in^2
Ix= 61.90 inA4
Sx= 15.20 inA3
rx= 3.43 in
Loads (,Single Face Rack -Full Static Arm Loads)
Iy= 7.97 in^4
Sy= 3.04 inA3
ry= 1.23 in
Fy= 50,000 psi
Kx= 1.5
Ky= 1.0
Lx= 184 in
Ly= 60 in
Cm= 1.00
Check Load Case 2 ASCE 1.4.1:: DL + LL <= 1.0, ASD Method
Pmax= 2,253 Ib Mstatic= 50,400 in -Ib
Combined Sress
COLUMN DL= 303 Ib
COLUMN PL= 1,950 Ib
Mstatic= 50,400 in -Ib
(kl/r)x = (1.5*184 in/3.43 in)
(kl/r)y = (1*60 in/1.23 in) (kl/r)max= 80.47
= 80.47 = 48.78
Cc = (2n^2E/Fy)^0.5
= 107.0
SINCE (KL/r)max < Cc, USE EQTN E2-1
Fa = f1-((kl/r)^2/2Cc^2)1Fy
5/3 + 3(kl/r)/8Cc - (kl/r)^3/8Cc^3
= 18,919 psi
fbx= M/S
= 3,316 psi
F'ex= (12*nA2*E)/(23*(KL/r)^2)
= 23,063 psi
Fbx= 0.6*Fy
= 30,000 psi
fa= P/AREA
= 428 psi
fa/Fa= 0.02 < 0.15
fb/Fb= 0.11 (1-fa/F'e)>0= 1.00
(H1-3): fa/Fa + fb/Fb=
Check Base Bending
0.13 <= 1 OK
Section= W8x18
Sx= 15.20 inA3
Mbase-static= 50,400 in -Ib
Fy= 50,000 psi
Fbx= 0.6*Fy
= 30,000 psi
fb/Fb= 0.11
OK
Page 70 of
2.1
StrAtural
once is
ngineering
1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763
By: Bob 5 Project: YamaMato
Project #: R -070617 -
Column Load Case: DL+LL+ Lateral Load Configuration: SGL SIDED CANTILEVER RACK
Section
Section= W8x18
Area= 5.26 inA2
Ix= 61.90 inA4
Sx= 15.20 in^3
rx= 3.43 in
Iy= 7.97 in^4
Sy= 3.04 in^3
ry= 1.23 in
Stress Increase= 1.00
Loads (Single Face Rack -Full Arm Loads plus lateral loads)
Fy= 50,000 psi
Kx= 15`
Ky= 1.0
Lx= 184 in
Ly= 60 in
Cm= 1.00
Check Load Case 6b ASCE 12.4.2.3: : (1 +0.10*Sds)D + 0.75L + 0.525E<= 1.0, ASD Method
Pmax= 1.09 * 303 Ib + 0.75 * 1950 Ib
= 1,793 Ib M= 0.75*50400 in -Ib + 177753 in -Ib * 0.525
= 131,120 in -Ib
(Mstatic + Mseismic)
Combined Sress
COLUMN DL= 303 Ib
COLUMN PL= 1,950 Ib
Mstatic= 50,400 in -Ib
Mseismic= 177,753 in -Ib
Sds= 0.9490
1+0.10*Sds= 1.0900
(kl/r)x = (1.5*184 in/3.43 in) (kl/r)y = (1*60 in/1.23 in)
= 80.47
Cc = (2n^2E/Fy)^0.5
= 107.0
SINCE (KL/r)max < Cc, USE EQTN E2-1
Fa = f1-((kl/r)^2/2Cc^2)]Fy
5/3 + 3(kl/r)/8Cc - (kl/r)^3/8Cc^3
= 18,919 psi
fbx= M/S
= 8,626 psi
F'ex= (12*n^2*E)/(23*(KL/r)^2)
= 23,063 psi
= 48.78
(kl/r)max= 80.47
Fbx= 0.6*Fy
= 30,000 psi
fa= P/AREA
= 341 psi
fa/Fa= 0.02 < 0.15
fb/Fb= 0.29 (1-fa/F'e)= 1.00
(H1-3): fa/Fa + fb/Fb=
Check Base Bending
0.31 <= 1 OK
Section= W8x18
Sx= 15.20 in^3
Mbase-lateral= 131,120 in -Ib
Fy= 50,000 psi
Fbx= 0.6*Fy
= 30,000 psi
fb/Fb= 0.29
OK
Page g./' of 2S
Str tural
once is
ngineering
1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763
By: Bob 5 Project:Yamamoto
Project #: R -070617 -
Anchors
Configuration: SGL SIDED CANTILEVER RACK
Check Load Case 7ASCE 12.4.2.3: : (0.9-0.20*5ds)DL + (0.9-0.20*5ds)Papp + E
Overturning Forces
Seismic Forces
Seismic Ovt Moment=Mseismic= 177,753 in -Ib
Rack DL= 303 Ib
LLeff=Total LL*0.67=Papp= 1,307 Ib
load per upright
load per upright
Mstabilizing=Mst= [0.71*(303 Ib+1306.5 Ib)]*66 in/2
= 27,885 in- Ib
T -seismic= [Mseismic - Mst]/d
= 2,271 Ib
net seismic uplift
Seismic shear= 1,222 Ib/frame
Seismic Tension per anchor= 1,135 Ib
Seismic Shear per anchor= 305 Ib
Check Anchors
V
w
Side Elevation
Base depth= 48.0 in
Column depth= 18.0 in
d= 66.0 in
0.9-0.20*Sds= 0.710
Anchor Type= 0.625 in diam x 4 embed Hilti Kwikbolt TZ Per ICBG ESR 1917
Anchor Inspection Required? Yes
# Anchor/base= 4
# Anchor/end= 2
Tallow= 3,014 Ib
Vallow= 4,678 Ib
Stress Increase= 1
Eqtn Exponent= 1
Page 02,E of 2S
Tension/anchr
Shear/anchr
Tallow
Vallow
Interactn Eq.
Status
Seismic
1,135 Ib
305 Ib
3,014 Ib
4,678 Ib
0.442
OK
Page 02,E of 2S
Strtura)
once is
74rngineering
1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763
By: Bob S
Project: Ya ma Moto
Project #: R -070617 -
Base to Column Connection
Configuration: SGL SIDED CANTILEVER RACK
Check Load Case 6b ASCE 12.4.1.3:: (1 +0.10*Sds)D + 0.75L + 0.525E<= 1.0, ASO Method
Base to Column Elevation
T1= Ft * 2
= 38.80 kip
T4= T1 * h4/h1
= 0.00 kip
Mstatic= 50 in -kip
hl= 6.0 in
h2= 4.0 in
h3= 2.0 in
Bolt Diam= 0.750 in
Ft= 19.40 kip (Grade 5 or better)
T2= T1 * h2/h1
= 25.87 kip
T5= T1 * h5/h1
= 0.00 kip
Moment Capacity=Mcap= Tl * hl + T2*h2 + T3*h3 + T4*h4 + T5*h5 + T6*h6
= 362 in -kip • OK
Check Longitudinal Brace
T3= Ti * h3/h1
= 12.93 kip
T6= Tl * h6/h1
= 0.00 kip
Mseismic= 131.1 in -kip
Meff=Mstatic+Mseismic 168.9 in -kip
Mcap= 362.1 in -kip OK
Brace Type= X Brace
Brace= Strap 2x7ga
Area=An= 0.359 in^2
Ft = 0.6 * Fy
= 30,000 psi
V-Iong= 470 Ib
T= 0.525*Vlong*Ldiag/Lh
= 396 Ib
ft= T/An.
= 1,104 psi ft/Ft= 0.04 < 1.0, OK
Check Brace Connection
Brace Panel Elevation
Bay Width=Lh= 48.0 in
Brace Panel Ht=Lv= 60.0 in
Ldiag= 77.0 in
Fy= 50,000 psi
Connection= Bolted
Fv-bolt= 21,000 psi Bolt Capacity= Bolt Area * Fv-bolt
# Bolts= 1 = 4,123 Ib OK
Bolt Diam= 0.5
Page a 5 of
Str tural
once is
ngineering
1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763
By: Bob 5 Project:Yamamoto
Project #: R -070617 -
Footing
Load case: DL+ LL Configuration: SGL SIDED CANTILEVER RACK
M
Check Puncture
d
L
Thickness=t= 5.0 in Base width=W= 5.25 in
fc= 2,500 psi B= 3
f -soil= 750 psf Stress Increase=a= 1.00
base depth=d= 66.0 in phi= 0.65
c= 15.3 in
Pgravity= 2,253 Ib
Mbase= 50,400 in -Ib
Povt= Mbase/(d*0.66) P= 1.4 * (Pgravity + Povt)
= 1,157 Ib = 4,774 Ib
Fp= [(4/3) + (8/3)/B] * (fc)^0.5 < 2.66 * (fc)^0.5 * a Punct Area=A= (d + t) + (W + t) * 2 * t
= 111.1 psi
Puncture Stress= (P/A)/Fp
= 0.05 OK
Check Bending
= 812.5 inA2
Areq= P/fsoil
= 917 in^2
60.1 in x 15.3 in
Mslab= fsoil * c * bA2/(2*144)
= 0 in -Ib
S= c * t^2/6
63.5 in^3
b= 60.1in-(66 in+2* 5in)>=0
= 0.0 in
Fb= 5 * phi * (fc)^0.5 * a fb/Fb= (Mslab/S)/Fb
= 162.5 psi
= 0.00 OK
Str tura)
once is
ngineering
1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763
By: Bob S Project:Yarnamoto
Footing
Project #: R -070617 -
Load case: DL+ LL + Lateral Configuration: SGL SIDED CANTILEVER RACK
P
M
Check Puncture
d
L
Thickness=t= 5.0 in
fc= 2,500 psi
f -soil= 750 psf
base depth=d= 66.0 in
Base width=W= 5.25 in
B= 3
Stress Increase=a= 1.00
phi= 0.65
c= 15.3 in
Pgravity= 1,793 Ib
Mbase= 131,120 in -Ib
Povt= Mbase/(d*0.66) P= 1.2*Pgravity + Povt
= 3,010 Ib = 5,405 Ib
Fp= [(4/3) + (8/3)/B] * (fc)^0.5 < 2.66 * (fc)^0.5 * a Punct Area=A= (d + t) + (W + t) * 2 * t
= 111.1 psi
Puncture Stress= (P/A)/Fp
= 0.06 OK
Check Bending
= 812.5 inA2
Areq= P/fsoil
= 1038 in^2
68.0 in x 15.3 in
Mslab= fsoil * c * bA2/(2*144)
= 0 in -Ib
5= c * t^2/6
63.5 in^3
b= 68 in-(66in+2*sin) >=0
= 0.0 in
Fb= 5 * phi * (fc)^0.5 * a fb/Fb= (Mslab/S)/Fb
= 162.5 psi
= 0.00 OK
Page XS of L�
Q'ERMITCOORD COPY 0
PLAN REVIEW/ROUTING SLIP
PERMIT NUMBER: D17-0192 DATE: 07/17/17
PROJECT NAME: YAMATO TRANSPORT
SITE ADDRESS: 18271 ANDOVER PARK W
X Original Plan Submittal
Response to Correction Letter #
Revision # before Permit Issued
Revision # after Permit Issued
DEPARTMENTS:
PrJ kiv&
Building Division
Public Works ❑
ivy\ AG 1
Fire Prevention
Structural
Planning Division
Permit Coordinator
El
PRELIMINARY REVIEW:
Not Applicable n
(no approval/review required)
DATE: 07/18/17
Structural Review Required
REVIEWER'S INITIALS: DATE:
APPROVALS OR CORRECTIONS:
Approved
DUE DATE: 08/15/17
❑ Approved with Conditions
Corrections Required
(corrections entered in Reviews)
Notation:
Denied
(ie: Zoning Issues)
n.
REVIEWER'S INITIALS:
DATE:
Permit Center Use Only
CORRECTION LETTER MAILED:
Departments issued corrections: Bldg 0 Fire ❑ Ping 0 PW 0 Staff Initials:
12/18/2013
ENGINEERED PRODUCTS, A PAO
Horne. Espanol Contact Search L&I
Page 1 of 2
A -Z Index Ii el.p My LE
Safety & Health Claims & Insurance Workplace Rights
0 Washington State Department of
Labor & Industries
ENGINEERED PRODUCTS, A PAPE CO
Owner or tradesperson
Principals
SALMAN, DAVID EROL, PRESIDENT
WETLE, CHRISTOPHER THOMAS, VICE
PRESIDENT
CARNEAU, CORY SCOTT, VICE PRESIDENT
JORGENSEN, LANCE RICHARD, VICE
PRESIDENT
SMYTHE, SETH LARRY, SECRETARY
PAPE, RANDALL JORDAN, SECRETARY
CT CORP SYSTEMS, AGENT
RIECKE, ROBERT J, SECRETARY
(End: 02/04/2013)
SAYLOR, THOMAS H, TREASURER
(End: 02/04/2013)
HOLLINGSHEAD, DANNY W, VICE
PRESIDENT
(End: 02/12/2013)
PAPE, MARY SUSAN, VICE PRESIDENT
(End: 02/13/2017)
RIECKE, ROBERT JOHN, VICE PRESIDENT
(End: 02/13/2017)
Doing business as
ENGINEERED PRODUCTS, A PAPE CO
WA UBI No.
602 684 203
9800 40th AVE SO
SEATTLE, WA 98118
206-394-3300
KING County
Business type
Corporation
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.
ENGINPC931C0
Effective — expiration
02/20/2007— 02/20/2019
Bond
...............
FIDELITY & DEPOSIT CO OF MD
Bond account no.
08748464
$12,000.00
Trades & Licensing
Help us improve
https://secure.lni.wa.gov/verify/Detail.aspx?UBI=602684203&LIC=ENGINPC931 CO&SAW= 8/28/2017
ENGINEERED PRODUCTS, A PAPE CO
Received by L&I
02/16/2007
Insurance
..............................
National Union Fire Ins of PA
Policy no,
gI5180113
Effective date
02/13/2007
Expiration date
Until Canceled
$1,000,000.00
Received by L&I Effective date
02/24/2017 03/01/2016
Expiration date
03/01/2018
Insurance history
Savings
.........................
No savings accounts during the previous 6 year period.
Lawsuits against the bond or savings
No lawsuits against the bond or savings accounts during the previous 6 year period.
L&I Tax debts
No L&I tax debts are recorded for this contractor license during the previous 6 year period, but some debts
may be recorded by other agencies.
License Violations
........................................................
No license violations during the previous 6 year period.
Workers' comp
Do you know if the business has employees? If so, verify the business is up-to-date on workers' comp premiums.
L&I Account ID
586,069-04
.................................
Doing business as
ENGINEERED PRODUCTS A PAPE COM
Estimated workers reported
Quarter 2 of Year 2017 "51 to 75 Workers"
L&I account contact
T2 / DALE RIUTTA (360)902-4834 - Email: RIUD235@Ini.wa.gov
Account is current.
Public Works Strikes and Debarments
Verify the contractor is eligible to perform work on public works projects.
Contractor Strikes
........................................................
No strikes have been issued against this contractor.
Contractors not allowed to bid
No debarments have been issued against this contractor.
Workplace safety and health
No inspections during the previous 6 year period.
Page 2 of 2
O Washington State Dept. of Labor & Industries. Use of this site is subject to the laws of the state of Washington.
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190'
PLAN NORTH
Office
Sheving
DLA\
VIF W
NTS
FILE COPY
Permit
V11 O('7-
Plan review approv;l is subject to errors and omissions.
Approval of construction documents does not authorize
the violation of any adopte s code or ordinance. Receipt
of approved Fiel. op`��d coni] ons is acknowledged:
By:
Date:
City of Tukwila
BUILDING DIVISION
44"
192"
96"
Ow-
REVISIONS
No changes shall he made to the scope
of work without prior approval of
Tukwila Building Division.
NOTE: Revisions will require a new plan submittal
..' . al -plan review f es.
SEPARciE FE.
iQUes _
13/Mechanical
EP/Electrical
gPlumbing
I2'Gas Piping
City of Tukwila
BUILDING DIVISION
132"
72"
192"
FL
- VAT
o\
V
_W
NTS
RECEIVED
CITY OF TUKWILA
.I19�132517
PERMIT CENTER
Engineer of Record
AU Abclhassani, pg.
Structural -Concept F --;ng. Inc_
23142 Arroyo Vista
Rancho Santa Margarita, ,c,4 92688
'ttii
DRAWN BY:
J.RABAN
SCALE:
NTS
DATE:
3.20.2017
r..XPiRES 7a5/
JUL 1 1 2017
NO:
Y3202017
'IEWED FOF
CHECKED BY COCOMPLI NI• _
CLING A PROVED
SHEET NO. i L 2 7 2017
OF 1
1
Cit of Tukwila
BUILuING DIVISION
TYP.3/81—
COLUMN
NOTES:
USE @ ALL HANNIBAL COLUMN/BASE
LOCATIONS TYP.
DESCRIPTION
MATERIAL
STEEL YIELD
DESCRIPTION
BASEPLATE:8"x5"
3/8" THICK PLATE
DESCRIPTION
COLUMN: HMH IF 3014
MATERIAL
ASTM A36, Fy=36,000 PSI
1 11/16"
3 -PIN CONNECTOR
STEEL YIELD
11
1"
11
14 GAGE THK.
DESCRIPTION
MATERIAL
ASTM A570, Fy=55,000 PSI
3/16V
<TYP.
3 3/16"
7/160 GR.
55 RIVET
MATERIAL
7 GAGE
STEEL YIELD
ASTM A570, Fy=55,000 PSI
TYP. >3/16'V
NOTES:
USE @ ALL HANNIBAL BEAM TO COLUMN
CONNECTION LOCATIONS U.O.N
STEEL YIELD
DESCRIPTION
BRACING: HORIZ. & DIAG.
16 GAGE STEEL
ASTM A570, Fy=55,000 PSI
MATERIAL
NOTES:
USE @ ALL HANNIBAL BRACE LOCATIONS .
5" BEAM (HMH#50160)
16 GAGE
STEEL YIELD
ASTM A570, Fy=55,000 PSI
NOTES:
USE @ TYPE 2 BEAM LOCATIONS.
GENERAL INFORMATION
HORIZ.
BRACE
ROW
SPACER
C
OLUMN
1
1
CONNECTOR
BASE
PLATE
NOT A DEPICTION OF THIS PROJECT
,1, 1/2"
NOTES:
CONFIRM O.A.L. OF ANCHORS WITH INSTALLER TO
ENSURE REQUIRED EMBEDMENT IS OBTAINED.
DESCRIPTION
HILTI KWIKBOLT TZ ANCHOR
3 1/4"
MIN. EMBED.
SIZE
1/2"0 x 3-1/4" MIN. EMBED.
ESR #
1917
F.F.
NOTES:
SEE NOTE #4 ABOVE FOR ANCHOR
SPECS.
GENERAL PROJECT NOTES
1. DESIGNED PER REQUIREMENTS OF THE 2015 IBC, ASCE 7-10 & 2012 RMI RACK DESIGN MANUAL
2. SEISMIC CRITERIA Ss = 1.424, S1 =0.531, Fa = 1.000, Fv = 1.500
Ip = 1.0 (NO PUBLIC ACCESS), Sds = 0.949, Sd1 =0.531, OCCUPANCY CATAG. II
SITE CLASS D, SEISMIC DESIGN CATAG. D
3. STORAGE CAPACITY:
TYPE 1= 2500 LBS PER LEVEL TYP.
TYPE 2= 3000 LBS PER LEVEL TYP.
4. ANCHORS : HILTI KWIKBOLT TZ ESR#1917, OR POWER SD2 ESR# 2502,
AS USED IN CALCULATIONS OR ICC & ENGINEER APPROVED EQUAL.
1/2" 0 x 3-1/4" MIN. EMBEDT.
(2) ANCHOR PER BASE PLATE .
5. PERIODIC SPECIAL INSPECTION IS REQUIRED DURING ANCHOR INSTALLATION.
6. EXISTING S.O.G. CONCRETE THICKNESS & COMPRESSIVE STRENGTH, 5" x 2500 PSI
7. SOIL BEARING PRESSURE 750 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.
12. SHIMS MAY BE USED UNDER THE BASE PLATE TO MAINTAIN THE PLUMBNESS OF THE STORAGE RACK.
13. THE SHIMS SHALL BE MADE OF A MATERIAL THAT MEETS OR EXCEED THE DESIGN BEARING STRENGTH
(LRFD) OR ALLOWABLE BEARING STRENGTH (ASD) OF THE FLOOR.
14. THE SHIM SIZE AND LOCATION UNDER THE BASE PLATE SHALL BE EQUAL TO OR GREATER THAN THE
REQUIRED BASE PLATE SIZE AND LOCATION.
15. SHIMS SHALL BE INTERLOCKED OR WELDED TOGETHER IN A FASHION THAT CAN TRANSFER ALL THE
SHEAR FORCES AT THE BASE.
16. BENDING IN THE ANCHOR ASSOCIATED WITH SHIMS OR GROUT UNDER THE BASE PLATE SHALL BE
CONSIDERED IN THE DESIGN OF THE ANCHOR BOLTS.
1"
3 3/8"
4 PLCS
NOTES:
USE (2) STD ROW SPACERS FOR DOUBLE ROW
DESCRIPTION
STD ROW SPACER
MATERIAL
16 GAGE
STEEL YIELD
ASTM A570, Fy =55,000 PSI
NOTES:
ATTACH WITH (4) 1/2"0 GR. 5 BOLTS,
(2) @ EACH END
1 11/16"
5/160
SAFETY PIN
/160 GR.
55 RIVET
DESCRIPTION
4 -PIN CONNECTOR
MATERIAL
7 GAGE
STEEL YIELD
ASTM A570, Fy=55,000 PSI
NOTES:
USE @ TYPE 1 LVL 1 BEAM TO COLUMN
CONNECTION LOCATIONS.
DESCRIPTION
3-3/8" BEAM (HMH#33160)
MATERIAL
16 GAGE
STEEL YIELD
ASTM A570, Fy=55,000 PSI
NOTES:
USE @ TYPE 1 BEAM LOCATIONS.
192"
58"
60"
7
I I
TYPE 1 SELECTIVE RACK TYPE 2 SELECTIVE RACK
96"
192"
60"
72"
144"
192"
48"
3
it
CFI
E
z
0
in
Ix
W
tr
0
0
< N
REVIDOR
C ODE COMPLIANCE
APPROVED
co
co
T
co
F—
JUL 2 7 2017
City of Tukwila
RECEIVED DJILDING DIVISION
OF iUKWIL
JUL 13 2017
RMIT CENTER
Y,fi
t)5.,: t, 41.
,
FRONT VIEW FRONT VIEW SIDE VIEW Exp s �
e 4 .e
N
0
1`
z
)0/3 NO,
DESCRIPTION
STORAGE RACK ELEVATIONS
R-070617-11 LV
SHEET N0.
SCE 1 OF 2
JUL 117017 ��
NOT A DEPICTION OF THIS PROJECT
5 1/T-1
8 1/8"
COLUMN W8"X 18#
48" SGL SIDED
W8" X 18#
COLUM
VARIES
4
4
5 1 /8"X8 1 /8"
3/16" THK. PLATE
13/16'0 FOR
3/4'0 GR8 BOLT
(6) PER BASE TO COLUMN
7 G►GE
2-1j2"
3/16"
-2-1 /2""
O 0
O 0
O 0
O 0
0'
16" THK.
NOTES:
USE @ TYPE SGL SIDED STRUCTURAL BASE TO COLUMN LOCATIONS.
ATTACH W/ 3/4"0 GR 5 BOLTS COLUMN TO BASE.
HORIZ. & DIAG. BRACE MEMBER
NOTES:
ATTACH BRACING TO COLUMN WITH 1/2"0 BOLTS, GR. 5 OR BETTER.
DESCRIPTION
MATERIAL
BASE: STRUCTURAL
W8" X 18#
DESCRIPTION
MATERIAL
COLUMN: STRUCTURAL
W8" X 18#
DESCRIPTION
MATERIAL
HORIZ. BRACE
L2-1/2" X 2-1/2" X 3/16"
DESCRIPTION
MATERIAL
DIAG. BRACE
2" X 7 GA STRAP
STEEL YIELD
ASTM A572, Fy=50,000 PSI
SECTION A -A
„
STEEL YIELD
48"
ASTM A572, Fy=50,000 PSI
TOP VIEW
3"x 5.7#
STRUCT. I -BEA
2 DEGREE PITCH
1 1/2"
71
/2"
A
NOTES:
ALL LOADS TO BE EVENLY DISTRIBUTED
OVER ALL ARMS. NO TIP LOADING ALLOWED.
SIDE VIEW
DESCRIPTION
3" STRUCTURAL ARM
MATERIAL
S3" X 5.7#
STEEL YIELD
ASTM A572, Fy=50,000 PSI
NOTES:
ATTACH W/ (4) 3/4" DIA. GR. 5 BOLTS.
STEEL YIELD
ASTM A36, Fy=36,000 PSI
STEEL YIELD
2"x2.5"x1/4" TAB
1 /2"0 GR. 5 Hardware
2" x 7 GA STRAP
ASTM A36, Fy=36,000 PSI
OLUMN
-1/2" X 2-1/2' X 3/16"
60"
DESCRIPTION
BRACE TO COLUMN CONNECTION
O.
BASE PLATE
F.F.
.L.
/84
NOTES:
CONFIRM O.A.L. OF ANCHORS WITH INSTALLER TO
ENSURE REQUIRED EMBEDMENT IS OBTAINED.
DESCRIPTION HILTI KWIKBOLT TZ ANCHOR
5/8"0 x 4" MIN. EMBED.
4"
IN. EMBED.
5/8"
SINGLE SIDED
(4) ANCHOR PER BASEPLATE.
rn
L_J
L.,J
DEFINITION OF COMPONENTS: STRUCTURAL CANTILEVER
192"
GENERAL PROJECT NOTES
1. DESIGNED PER REQUIREMENTS OF THE 2015 IBC, ASCE 7-10 AND THE 2012 RMI RACK DESIGN MANUAL
2. SEISMIC CRITERIA Ss =1.424, S1 = 0.531, Fa = 1.000, Fv = 1.500,
Ip = 1.0 (NO PUBLIC ACCESS), Sds = 0.949, Sd1 = 0.531, OCC. CATAG. II,
SITE CLASS D, SEISMIC DESIGN CATAG. D
3. STORAGE CAPACITY:
TYPE SGL SIDED CANTILEVER = 650# PER ARM LEVEL
4. ANCHORS: HILTI KWIK BOLT TZ ESR #1917 OR POWER SD2 #2502
5/8"0 X 4" MIN. EMBED
(4) ANCHOR PER BASE, (2) @ TOE & HEEL.
5. SPECIAL INSPECTION IS REQUIRED DURING ANCHOR INSTALLATION.
6. EXISTING S.O.G. CONCRETE THICKNESS & COMPRESSIVE STRENGTH, 5" X 2500 PSI
7. SOIL BEARING PRESSURE 750 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. SPECIAL INSPECTION IS REQUIRED FOR ALL STRUCTURAL WELDS
EXCEPT FOR WELDING DONE IN AN APPROVED FABRICATOR'S SHOP
AND SINGLE -PASS FILLET WELDS NOT EXCEEDING 5/16 INCH IN SIZE.
11. THE CLEAR SPACE BELOW SPRINKLERS SHALL BE A MIN. OF 18" BETWEEN
TOP OF THE STORAGE AND THE CEILING SPRINKLER DEFLECTOR.
12. SHIMS MAY BE USED UNDER THE BASE PLATE TO MAINTAIN THE PLUMBNESS OF THE STORAGE RACK.
13. THE SHIMS SHALL BE MADE OF A MATERIAL THAT MEETS OR EXCEED THE DESIGN BEARING STRENGTH
(LRFD) OR ALLOWABLE BEARING STRENGTH (ASD) OF THE FLOOR.
14. THE SHIM SIZE AND LOCATION UNDER THE BASE PLATE SHALL BE EQUAL TO OR GREATER THAN THE
REQUIRED BASE PLATE SIZE AND LOCATION.
15. SHIMS SHALL BE INTERLOCKED OR WELDED TOGETHER IN A FASHION THAT CAN TRANSFER ALL THE
SHEAR FORCES AT THE BASE.
16. BENDING IN THE ANCHOR ASSOCIATED WITH SHIMS OR GROUT UNDER THE BASE PLATE SHALL BE
CONSIDERED IN THE DESIGN OF THE ANCHOR BOLTS.
TYPE SINGLE SIDED CANTILEVER RACK
48"
52"
72"
12"
3
11
24"
48" k k 48" c.c.
SIDE VIEW FRONT VIEW
W
cts
RECF
CITY OF
AIL
PERMIT
REVIEWED FOR
CODE COMPLIANCE
APPROVED
R-070617-11 LV
SHEET No.
1917
NOTE:
SEE NOTE #4 ABOVE FOR ANCHOR SPECS.
JUL 272017
DESCRIPTION
ANCHOR PLAN
NOTE: CANTILEVER RACK ELEVATIONS