HomeMy WebLinkAboutPermit D14-0248 - BUY BUY BABY - STORAGE RACKSBUY BUY BABY
17686 SOUTHCENTER PKWY
D14-0248
Parcel No:
Address:
City of Tukwila
Department of Community Development
6300 Southcenter Boulevard, Suite #100
Tukwila, Washington 98188
Phone: 206-431-3670
Inspection Request Line: 206-438-9350
Web site: http://www.TukwilaWA.gov
DEVELOPMENT PERMIT
3523049005
17686 SOUTHCENTER PKWY
Project Name: BUY BUY BABY
Permit Number: D14-0248
Issue Date: 1/23/2015
Permit Expires On: 7/22/2015
Owner:
Name:
Address:
Contact Person:
Name:
Address:
Contractor:
Name:
Address:
License No:
Lender:
Name:
Address:
KIR TUKWILA 050 LLC/KIMCO
3333 NEW HYDE PARK STE 100
PROPERTY TAX DEPARTMENT, NEW
HYDE PARK, CA, 11042
KERI PUTNAM
161 ATLANTIC ST , POMONA, CA,
91722
COAST TO COAST FIXTURING INC
1229 CORCONET DR , DALTON, GA,
30720
COASTCF9550T
BED BATH & BEYOND
650 LIBERTY AVE , UNION, NJ, 07083
Phone: (909) 869-0989
Phone: (706) 259-4014
Expiration Date: 1/21/2017
DESCRIPTION OF WORK:
INSTALLATION OF RACKS IN EXISTING BUILDING
Project Valuation: $100,000.00
Type of Fire Protection:
Sprinklers: YES
Fire Alarm:
Type of Construction: IIB
Electrical Service Provided by: TUKWILA FIRE SERVICE
Fees Collected: $2,577.02
Occupancy per IBC: M
Water District: HIGHLINE,TUKWILA
Sewer District: TUKWILA SEWER SERVICE
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:
2012
2012
2012
2012
2012
National Electrical Code:
WA Cities Electrical Code:
WAC 296-46B:
WA State Energy Code:
2014
2014
2014
2012
Public Works Activities:
Channelization/Striping:
Curb Cut/Access/Sidewalk:
Fire Loop Hydrant:
Flood Control Zone:
Hauling/Oversize Load:
Land Altering:
Landscape Irrigation:
Sanitary Side Sewer:
Sewer Main Extension:
Storm Drainage:
Street Use:
Water Main Extension:
Water Meter:
Volumes: Cut: 0 Fill: 0
Number: 0
No
m
Permit Center Authorized Signature: tit
Date:
I hearby certify that I have read and examined this permit and know the same to be true and correct. All
provisions of law and ordinances governing this work will be complied with, whether specified herein or not.
The granting of this permit does not presume to give authority to violate or cancel the provisions of any other
state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this
development per it and agree to the conditions attached to this permit.
Signatur 1 ��
Print Name: 1
Date: (/)--3L15
This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if
the work is suspended or abandoned for a period of 180 days from the last inspection.
PERMIT CONDITIONS:
1: ***BUILDING PERMIT CONDITIONS***
2: Work shall be installed in accordance with the approved construction documents, and any changes made
during construction that are not in accordance with the approved construction documents shall be
resubmitted for approval.
3: All permits, inspection record card and approved construction documents shall be kept at the site of work
and shall be open to inspection by the Building Inspector until final inspection approval is granted.
4: When special inspection is required, either the owner or the registered design professional in responsible
charge, shall employ a special inspection agency and notify the Building Official of the appointment prior to
the first building inspection. The special inspector shall furnish inspection reports to the Building Official in
a timely manner.
5: A final report documenting required special inspections and correction of any discrepancies noted in the
inspections shall be submitted to the Building Official. The final inspection report shall be prepared by the
approved special inspection agency and shall be submitted to the Building Official prior to and as a
condition of final inspection approval.
6: All construction shall be done in conformance with the Washington State Building Code and the
Washington State Energy Code.
7: 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.
14: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable
with the following concerns:
21: All fire sprinkler work requires a separate submittal and approval of sprinkler drawings by the Tukwila Fire
Marshal's Office.
11: Fire protection systems shall be maintained in accordance with the original installation standards for that
system. Required systems shall be extended, altered or augmented as necessary to maintain and continue
protection whenever the building is altered, remodeled or added to. Alterations to fire protection systems
shall be done in accordance with applicable standards. (IFC 901.4)
9: Sprinklers shall be installed under fixed obstructions over 4 feet (1.2 m) wide. (NFPA 13-8.6.5.3.3)
8: All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department
review and approval of drawings prior to installation or modification. New sprinkler systems and all
modifications to sprinkler systems involving more than 50 heads shall have the written approval of Factory
Mutual or any fire protection engineer licensed by the State of Washington and approved by the Fire
Marshal prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence
without approved drawings. (City Ordinance No. 2436).
13: 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: 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)
15: 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)
16: 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)
17: 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)
18: Flue spaces shall be provided in accordance with International Fire Code Table 3208.3. Required flue
spaces shall be maintained.
10: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances
#2436 and #2437)
19: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply
approval of such condition or violation.
20: 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 TUKWII
Community Developmmiit Department
Public Works Department
Permit Center
6300 Southcenter Blvd., Suite 100
Tukwila, WA 98188
http://www.ci.tukwila.waus
Building Perm o. D114— Q2-.4,
Mechanical Permit No.
Plumbing/Gas Permit No.
Public Works Permit No.
Project No.
(For office use only)
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: 11(0'310 1 SOI.I�"iii��f"�►1}fly V)
Tenant Name: NAIA CJOX1 Ar, 'AYA \\,w, \NewTenant: ES Yes ❑..No
Property Owners Name: '' '�) (A),k 1J S \ a IS r Cooi \- D1(
Mailing Address: ll %p J)U�'Me.Y1 V-W TV—\14\\(A
city
King Co Assessor's Tax No.:
Suite Number:
Floor:
�A °ltlm-6
State Zip
CONTACT PERSON - who do we contact when your permit is ready to be issued
Name:
.0._YV*1 Day Telephone: ck Ft -.-g c -o c 9
Mailing Address: I (.Q Q' C VOIYl i.. eik I ��
E-Mail Address: a i'a-h OnS .s-kz_rniC W1 C • LOYV I F x Number: CtOP 'gOat°1 • 0 41 f ZIP
GENERAL CONTRACTOR INFORMATION —
(Contractor Information for Mechanical (pg 4) for Phunbing and Gas Piping (pg 5))
Company Name: C�lz,� CAM --
Mailing Address: (L�� f t W
\ Contact Person: Q,3)04 4
-3c‘t,DNr\ cip- 1617,0
2
((�� --\\ (��+ Day Telephone: � 6Y! ' 1- `-1 01 (-
E-Mail Address:i(k —CV: O. (,C,balrAy) ��S�f'llt)C\)�(ii`e • I6Y') Fax Number: 1 o ' is : 11.02
Contractor Registration Number: Expiration Date:
ARCHITECT OF RECORD - All plans must be wet stamped by Architect of Record
Company Name: INACC-1 P'(' rC.1� , \ f L 'J lrfi `
Mailing Address:1(� t (�t�C- C n`es Tsai\. - z a a • 326 / C�, OH q 1113 I
M a City State Zip
Contact Person: \ 1 \ k( \"e. t \�--e. 1 Day Telephone: 21( - 6 " (`S/ ,� (
!� "J�'
E-Mail Address: C('.��ik-e.@mil cht*eLvre, (OW► Fax NumVber: P' SZO ` (SIY-1
ENGINEER OF RECORD - All plans must, be wet stamped by Engineer of Record
Company Name: Sal vrn (., \r .
Mailing Address: Ike' PA\Qh ' C. S�•
Contact Person: ... r 1 LN-i xw"
E-Mail Address: 09-evotii �YIS ���� 2mi Lin.c...c6)1
Q: Wpplicetion,\Fams-Applicmia s On Linen-2006 - Remit Applicationdoc
Revised: 9-2006
bh
61.1:ffy‘ct
Day Telephone:
Fax Number:
cA- 9 ar2-
state Zip
qoa-'gtoC og1R
9*861'7-d92I
Page 1 of 6
BUILDING PERMIT INFORMATION - 2067431 3670
Valuation of Project (contractor's bid price): $ \ ( IOU)
OD Existing Building Valuation: $ jam,
Scope of Work (please provide detailed information): V1DY\ (Cc Y Ck3L s \Y\ ? t \
Will there be new rack storage? [ Yes ❑.. No If yes, a separate permit and plan submittal will be required.
rovide All: Building Area s'm Square Footage Below
"Interior Remodel %)
I `'Floor :.:
•
Addition to
Existing
:Structure , . ,
Type of
Construction per
IBC
Occupancy per;;
IBC
2nQ: Floor
3rd' Flo'
Eloors>
•
t
Basement •
Accessory Structucc*.
Attached:garage ,..'.;`
i
', Detaclied^.Garagc '�:
Attached:Carport
• 'Detadhed' Caport:•
C.ovcned Deck::
UncoveredDeck,
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: �j- Floor area of accessory dwelling:
*Provide documentation that shows that the principal owner lives in one of the dwellin s 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:
Sprinklers ❑ Automatic Fire Alarm ❑ None ❑ Other (specify)
r �
Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes CI No
If `yes', attach list of materials and storage locations on a separate 8-1/2" x 11 " paper including quantities and Material Saf 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.
QMpplicarions\Fo[me-Applications On Line \ 3-2006 - Permit Application.doc
Revised: 9-2006
bh
Page 2 of 6
PERMIT APPLICATION NOTES Applicable to all permits in this application
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.
Building and Mechanical Permit
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).
Plumbing Permit
The Building Official may grant one extension of time for an additional period not exceeding 180 days. The extension shall be requested
in writing and justifiable cause demonstrated. Section 103.4.3 Uniform Plumbing 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 OWNER OR ARIZED AGENT:
Signature:
Print Name: t44f\ i V `- 1i'-YYN
Mailing Address: l( fOtAalVI L
Date Application Accepted:
Date Application Expires
Day Telephone:
City
Date:
State Zip
Staff Initials: IX
Q: ApplicationslForms-Applications On Line \ 3-2006 - Permit Application.doc
Revised: 9-2006
bh
Page 6 of 6
DESCRIPTIONS ACCOUNT QUANTITY
PermitTRAK
PAID
$1,593.41
D14-0248 Address: 17686 SOUTHCENTER PKWY Apn: 3523049005
$1,593.41
DEVELOPMENT
$1,517.75
PERMIT FEE
R000.322.100.00.00
0.00
$1,513.25
WASHINGTON STATE SURCHARGE
B640.237.114
0.00
$4.50
TECHNOLOGY FEE
$75.66
TECHNOLOGY FEE
TOTAL FEES PAID BY RECEIPT: R4133
R000.322.900.04.00
0.00
$75.66
$1,593.41
Date Paid: Thursday, January 15, 2015
Paid By: COAST TO COAST FIXTURING INC
Pay Method: CHECK 20384
Printed: Thursday, January 15, 2015 11:39 AM 1 of 1
��SYSTEMS
DESCRIPTIONS
Cash Register Receipt
City of Tukwila
I ACCOUNT I QUANTITY I PAID
PermitTRAK
$983.61
D14-0248 Address: 17686 SOUTHCENTER PKWY Apn: 3523049005
$983.61
DEVELOPMENT
$983.61
PLAN CHECK FEE
TOTAL FEES PAID BY RECEIPT: R2744
R000.345.830.00.00
0.00
$983.61
$983.61
Date Paid: Thursday, July 31, 2014
Paid By: SEIZMIC INC
Pay Method: CHECK 32164
Printed: Thursday, July 31, 2014 9:51 AM 1 of 1
CJ SYSTEMS
KC
INSPECTION NO.
re'
CITY OF'TUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-367
Permit Inspection Request Line (208) 438-9350
i:/v—Ozve9
INSPECTION RECORD
Retain a copy with permit
PERMIT NO.
Project t5
uk-f- BL.k)r gaby
Type_df Inspectiorl_ ,-
KacP-- Fem /
,
'Addres:S: I
174,9A 2C-f-t• trulki>r
Date Called:
Special Instructions:
Date Wanted:
a.rn.
P.m.
Requester:
Cr yrige (et(Cle
Phone No:
(710-Ig —801- 2)01
6
N.:Approved per applicable codes. OCorrections required prior to approval.
Q4i4MENTS:
fitOr.„
inspector
Dalg:
-- 1.7
F
REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be
paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection.
(66
INSPECTION RECORD
Retain a copy with permit
INSPECTION NO. PERMIT NO.
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670
Permit Inspection Request Line (206) 438-9350
ply-ovilts
Project:
ic,t)e /Juy eala
Type of Inspection:
r TP,c7 1 - pc_k_r
Address:
Im)c 5vef4 C1v Pettsy
Date Called:
Special Instructions; f
/1/#1
Date Wanted:
2- / 3 -, r
a.m.
P.m
Requester:
Cr Y cfq 1 kifeksck
Phone No:
. 969-Sli- s-qi(
Approved per applicable codes.
[81-Corrections required prior to approval.
1:27/4V2'1' ) t,c) r Lak,
inspector
Dal - -
s
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 Reque Lin (206) 438-9350
Project: 1S1
. C.
'41.4r7 -Type
of Inspection:
r - '0i< V /C4 M-C
Address;
1703.6 S. Clif
Date 'Called:
1
/
Special Instructions:
)41.1-1
Date Wanted:
2-
a.m.
P.m.
Requester:
Phone No:
EApproved per applicable codes. Corrections required prior to approval.
COMMENTS:
PfflA y ta
Inspector:
Date:
fg
EREINSPECTION FEE REQUIRED. Prior to next inspection. fee must be
paid at 6300 Southcenter BUM., Suite 109. Call to schedule reinspection.
INSPECTION RECORD
Retain a copy with permit
INSPECTION NUMBER
PERMIT NUMBERS
CITY OF TUKWILA FIRE DEPARTMENT
206-575-4407
Project:-- --., ,---,
-t EA,i >r'
,I
Type of I spection:
r7— z,,,,:/ /
Address: /
Suite #: ,/ 76, `6,,
S
,L,y
.
ContactPerson:
Special Instructions:
(
Phone No.:
Approved per applicable codes.
Corrections required prior to approval.
COMMENTS:
P
• +,
/fib
,..-.,,,,,,,A.� --
6 -kcs
° -A, C ;
_,. firc'i`r
—'�""
may, c-S
/V
/
/
%�
{ _
/rf
/f
f f-
/` f ----
. &
A-2
c^
/
[1
.
fr 1t -
Needs Shift Inspection:
Sprinklers:
Fire Alarm:
Hood & Duct:
Monitor:
Pre -Fire:
Permits:
Occupancy Type:
Inspector.
f
`
��fr
Date: Z 7/3 / J
Hrs.: 2. a
/
$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:
Address:
Company Name:
City:
State:
Zip:
Word/Inspection Record Form.Doc
3/14/14
T.F.D. Form F.P. 113
NaL
ASSOCIATES, INC
GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING
CONSTRUCTION TESTING & INSPECTION
February 13, 2015 KA No. 066-15017
Permit No. D14-0248
City of Tukwila
Attn: Bldg Dept.
6200 Southcenter Blvd
Tukwila, WA 98188
RE: Final Letter
Buy Buy Baby Racking
17574 Southcenter Pkwy
Tukwila, WA 98188
To Whom It May Concern:
In accordance with our clients request and authorization, we have performed special testing and
inspection services for the above referenced project. The special inspections for this project were:
o Proprietary Anchors
To the best of our knowledge, all work has been tested and inspected and has been found to be in general
accordance with the approved plans and specifications, and engineering revisions, and chapter 17 of the
2012 international Building Code.
If you have any questions, or if we can be of further assistance, please do not hesitate to contact our
office at (253) 939-2500.
Respectfully submitted,
KRAZAN & ASSOCIATES, INC
William B Throne
Operations Manager
Puyallup
CC: Bed Bath and Beyond
cm( OF TUKWiiA
FEB la 2015
PERMIT CENTER
With Offices Serving The Western United States
922 — Valley Avenue NW Suite 101 • Puyallup, WA 98371 • (253) 939-2500 • Fax: (253) 939-2556
5, _ - S EtZ? ' ( MIC i t ; )-r j
\ INC.
.n
MATERIIL II ANI)LI\c ENCIIN4RING
ESQ' i90-3
SPECIAL PRODUCTS CONVEYORS
TANK SUPPORTS TALL SUPPORTS
MACHINERY HEADER STEEL
RACK BLDGS SORT PLATFORM
SHEDS PICK MODULES
MEZZANINES ROOF VERIFICATION
FOOTINGS
ED
OCT 07 2014
City of Tukwila
v OU L DIVISION
RECEIVED
CITY OF TUKWILA
SEP 1 6 2014
PERMIT CENTER
STORAGE RACKS OTHER SERVICES
SELECTIVE SEISMIC ANALYSIS
DRIVE-IN PERMIT ACQUISITION
PUSH BACK EGRESS PLANS
FLOW RACK STATE APPROVALS
CANTILEVER PRODUCT TESTING
LICENSED IN ALL 50 STATES
SEISMIC ANALYSIS OF
STORAGE RACKS
FOR
BUY BUY BABY #3098
17686 Southcenter Parkway
Tukwila, WA 98188
JOB #:14-1157
SHELVING
METAL
METAUWOOD
MOVABLE
GONDOLAS
LOCKERS
CATWALKS
SPECIALS PRODUCTS
SHUTTLES
VLM
CAROUSELS
VRC
MODULAR OFFICES
FENCES
4.44 COP
?36
CORRECT/014
LTR#.
PH-OV-16
161 ATLANTIC STREET • POMONA • CA 91768 • TEL : 909-869-0989 • FAX : 909-869-0981
SEIZMIC
INC.
MATERIAL HANDLING ENGINEERING
TEL: (909) 869-0989 / FAX: (909) 869-0981
161 ATLANTIC STREET, POMONA, CA 91768
PROJECT
FOR
SHEET NO.
CALCULATED BY
DATE
BUY BUY BABY #3098
BED BATH & BEYOND
2
TC
7/22/2014
TABLE OF CONTENTS
DESCRIPTION PAGE
TITLE PAGE 1
TABLE OF CONTENTS 2
MADIX STORAGE RACK (TYPE H2) 3 TO 15
WIRE WELD LIGHT DUTY FIXTURE (TYPE A) 16 TO 27
MEG LIGHT DUTY FIXTURE (TYPE E) 28 TO 39
GONDOLA (TYPE L) 40 TO 51
HYPERMAXI WIDE SPAN (TYPE X) 52 TO 56
SEIZMIC
INC.
MATERIAL HANDLING ENGINEERING
TEL: (909) 869-0989 / FAX: (909) 869-0981
161 ATLANTIC STREET, POMONA, CA 91768
PROJECT
FOR
SHEET NO.
CALCULATED BY
DATE
BUY BUY BABY #3098
BED BATH & BEYOND
3
TC
7/22/2014
Storage Racks - Stockroom
Project Scope:
The purpose of this analysis is to show that the following light duty storage fixtures complies with the specifications
set forth in Section 2209 of the 2012 IBC and Section 15.5.3 of ASCE 7-10 .
The storage racks are prefabricated and are to be field installed only without any field welding.
Project Parameters:
The fixtures will be analyzed as a braced steel storage rack system.
The system will be analyzed for seismic loading utilizing the following equation:
V = Cs x Ws
Cs= Spsxl/R
Sim = 2/3 x Fa x Ss
1= 1
R = 4
Seismic Factors:
Project Specifications:
Configurations:
Fa = 1.00
Ss = 1.44
Steel - Shaped steel & rods, ASTM A570 Grade 55, Fy = 55,000 PSI
All others, ASTM A36, Grade 36, Fy = 36,000 PSI
Bolts - ASTM A307 unless otherwise noted
Anchors - 3/8" 0 x 2-1/2" min. embedment Powers Wedge -Bolts+ (ICC ESR-2526)
Slab - 5" x 2,500 PSI
Soil - 1,500 PSF
Type H2 144"H x 96"W x 48"D (5 levels)
SEIZMIC
INC.
MATERIAL HANDLING ENGINEERING
TEL: (909) 869-0989 / FAX: (909) 869-0981
161 ATLANTIC STREET, POMONA, CA 91768
PROJECT
FOR
SHEET NO.
CALCULATED BY
DATE
BUY BUY BABY #3098
BED BATH & BEYOND
4
TC
7/22/2014
Loads & Distribution:
Fa = 1
Ss = 1.44
Sps= 2/3*Fa*Ss
= 0.96
1= 1
R = 4
Cs= Sps* I/R
= 0.240
# of Shelf #1= 1
Product Load/Level, wPL = 600 LB
# of Shelves #2 = 4
Product Load/Level, wPL = 200 LB
Dead Load/Level, wDL = 50 LB
Total wPL = 1,400 LB
Total wDL = 250 LB
Ws = E(0.67*wPL+wDL)
= 1,188 LB
Vtotal = Cs*Ws
= 0.24 x 1188 LB
= 285 LB
Transverse:
<__= ASSUMED SITE CLASS D
<=== SEISMIC DESIGN CATEGORY D
<=== IN AREA NOT OPEN TO THE PUBLIC
Depth = 48.0 IN
Vtop = Cs*Ws,top
= 0.24 x 450 LB
= 108 LB
Level
wx
hx
wx hx
Fi
Movt
1
2
3
4
5
650 LB
250 LB
250 LB
250 LB
250 LB
5.1 IN
59.1 IN
75.1 IN
91.1 IN
107.1 IN
3,331 IN -LB
14,781 IN -LB
18,781 IN -LB
22,781 IN -LB
26,781 IN -LB
11.0 LB
48.7 LB
61.9 LB
75.1 LB
88.3 LB
56 IN -LB
2,882 IN -LB
4,653 IN -LB
6,846 IN -LB
9,461 IN -LB
1,650 LB TOTAL =
Longitudinal:
86,456 IN -LB
285 LB
23,899 IN -LB
Level
wx
hx
wx hx
Fi
Movt
1
2
3
4
5
50 LB
50 LB
50 LB
50 LB
250 LB
5.1 IN
59.1 IN
75.1 IN
91.1 IN
107.1 IN
256 IN -LB
2,956 IN -LB
3,756 IN -LB
4,556 IN -LB
26,781 IN -LB
0.7 LB
8.3 LB
10.6 LB
12.8 LB
75.5 LB
1 IN -LB
17 IN -LB
32 IN -LB
51 IN -LB
378 IN -LB
450 LB TOTAL = 38,306 IN -LB 108 LB 478 IN -LB
SEIZMIC
INC.
MATERIAL HANDLING ENGINEERING
TEL: (909) 869-0989 / FAX: (909) 869-0981
161 ATLANTIC STREET, POMONA, CA 91768
PROJECT
FOR
SHEET NO.
CALCULATED BY
DATE
BUY BUY BABY #3098
BED BATH & BEYOND
5
TC
7/22/2014
Longitudinal & Transverse Analysis:
to be pinned
Longitudinal Column Forces:
<== Based Assumed
Mbase = 0 IN -LB
Level
Pcol-static
Pcol-seismic
Pcol-total
Mcol
Mconn-seismic
Mconn-total
1
2
3
4
5
825 LB
500 LB
375 LB
250 LB
125 LB
0 LB
0 LB
0 LB
0 LB
0 LB
825 LB
500 LB
375 LB
250 LB
125 LB
731 IN -LB
3,701 IN -LB
902 IN -LB
654 IN -LB
353 IN -LB
2,216 IN -LB
2,301 IN -LB
778 IN -LB
504 IN -LB
177 IN -LB
2,865 IN -LB
4,146 IN -LB
1,427 IN -LB
1,153 IN -LB
826 IN -LB
Transverse Loads:
Level
Pcol-static
Pcol-seismic
Pcol-total
Mcol
Mconn-seismic
Mconn-total
1
2
3
4
5
825 LB
500 LB
375 LB
250 LB
125 LB
498 LB
497 LB
437 LB
340 LB
197 LB
1,323 LB
997 LB
812 LB
590 LB
322 LB
0 IN -LB
0 IN -LB
0 IN -LB
0 IN -LB
0 IN -LB
0 IN -LB
0 IN -LB
0 IN -LB
0 IN -LB
0 IN -LB
0 IN -LB
0 IN -LB
0 IN -LB
0 IN -LB
0 IN -LB
SEIZMIC
INC.
MATERIAL HANDLING ENGINEERING
TEL: (909) 869-0989 / FAX: (909) 869-0981
161 ATLANTIC STREET, POMONA, CA 91768
PROJECT
FOR
SHEET NO.
CALCULATED BY
DATE
BUY BUY BABY #3098
BED BATH & BEYOND
6
TC
7/22/2014
Longitudinal Column Analysis: Single C 3 x 15/8 x 13ga.
Analyzed per AISI and RMI ASD. Section properties are based
P=(1+0.11SDs)DL+0.75*(1+0.14SDs)PL
= 734 LB
M= 0.75*0.7*Mcol
= 1,943 IN -LB
KxLx/rx = 1.7*54 IN/1.1991 IN
= 76.6 <=== (KI/r)max
KyLy/ry = 1*44 IN/0.6681 IN
65.9
ro= (rx^2 + ry^2 + xo^2)^0.5
= 2.036 IN
13= 1-(xo/ro)^2 (EQ. C4.2-3)
= 0.455
Fe IS TAKEN AS THE SMALLER OF Fel AND Fe2:
Fe1= rt^2E/(KL/r)max"2 (EQ C4.1-1)
= 49.7 KSI
sex= rt^2E/(KxLx/rx)^2 (EQ C3.1.2-7)
= 49.7 KSI
ot= 1/Aro^2[GJ+(rt^2ECw)/(KtLt)"2] (EQ C3.1.2-9)
= 60.35 KSI
Fe2= 1/(213)*{(hex+at)-[(aex+at)^2-(4*f3*aex*att)]^0.5}
= 31.3 KSI
Fe= 31.3 KSI
Fy/2= 27.5 KSI
SINCE, Fe > Fy/2
THEN, Fn= Fy(1-Fy/4Fe) (EQ. C4-3)
= 30.8 KSI
Pn= Aeff*Fn (EQ C4-2)
= 15,437 LB
Qc= 1.92
Pa= Pn/f)c
= 8,040 LB
P/Pa= 0.09 < 0.15
THUS, CHECK: P/Pa + Mx/Max <_ 1.0
(EQ C4-1)
(EQ C5-3)
Pno= Ae*Fy
= 27,536 LB
Pao= Pno/Oc
= 14,342 LB
Me= Cb*ro*Aeff*(sey*st)^0.5
= 65 IN-K
My= Sx*Fy
= 26,393 IN -LB
Mc= My[1-My/(4Me)]
= 23,709 IN -LB
Max=Maxo= Mc/Of
= 14,197 IN -LB
µx= {1/[1-(Qc*P/Pcr)]}^-1
= 0.94
(734 LB/8040 LB) + (1943 IN-LB/14197 IN -LB) =
on net effective sections.
A
(EQ C4.1-1)
SECTION PROPERTIES
A= 3.000 IN
B= 1.625 IN
C= 0.750 IN
t = 0.090 IN
Aeff = 0.501 IN^2
Ix = 0.720 INA4
Sx = 0.480 IN"3
rx = 1.199 IN
ly = 0.224 IN"4
Sy = 0.254 INA3
ry = 0.668 IN
J = 0.002 IN^4
Cw = 0.699 INA6
xo = 1.504 IN
Kx = 1.7
Lx = 54.0 IN
Ky = 1.00
Ly = 44.0 I N
Kt = 1.00
Lt = 44.0 IN
Fy= 55 KSI
G= 11,300
E= 29,500 KSI
Cmx= 0.85
Cb= 1.0
Of= 1.67
0.19 < 1.0, OK (EQ C5-3)
SEIZMIC
INC.
MATERIAL HANDLING ENGINEERING
TEL: (909) 869-0989 / FAX: (909) 869-0981
161 ATLANTIC STREET, POMONA, CA 91768
PROJECT
FOR
SHEET NO.
CALCULATED BY
DATE
BUY BUY BABY #3098
BED BATH & BEYOND
7
TC
7/22/2014
Transverse Column Analysis: Single C 3 x 15/8 x 13ga.
Analyzed per AISI and RMI ASD. Section properties are based on net effective sections.
P=(1+0.11SDs)DL+0.75*(1+0.14Sps)PL+0.75*0.7*EL
= 932 LB
KxLx/rx = 1.7*54 IN/1.1991 IN
= 76.6
Kyly/ry = 1*44 IN/0.6681 IN
65.9
(KL/r)max = 76.6
ro= (rx^2 + ry^2 + xo^2)^0.5
= 2.036 IN
f3= 1-(xo/ro)^2
= 0.455
(EQ. C4.2-3)
Fe IS TAKEN AS THE SMALLER OF Fel AND Fe2:
Fe1= rt"2E/(KL/r)max^2 (EQ C4.1-1)
= 49.7 KSI
A
hex= rt^2E/(KxLx/rx)"2 (EQ C3.1.2-7)
= 49.7 KSI
ot= 1/Aro^2[GJ+(rt^2ECw)/(KtLt)^2] (EQ C3.1.2-9)
= 60.35 KSI
Fe2= 1/(2f3)*{(hex+6t)-[(tsex+ct)"2-(4*13*hex*at)]"0.5} (EQ C4.1-1)
= 31.3 KSI
Fe= 31.3 KSI
Fy/2= 27.5 KSI
SINCE, Fe > Fy/2
THEN, Fn= Fy(1-Fy/4Fe)
= 30.8 KSI
Pn= Aeff*Fn
= 15,437 LB
Qc= 1.92
Pa= Pn/Qc
= 8,040 LB
Pcol/Pa= 0.12 < 1.0, OK
(EQ. C4-3)
(EQ C4-2)
(EQ C4-1)
SECTION PROPERTIES
A= 3.000 IN
B= 1.625 IN
C= 0.750 IN
t = 0.0901N
Aeff = 0.501 IN^2
Ix = 0.720 INA4
Sx = 0.480 INA3
rx = 1.199 IN
ly = 0.224 INA4
Sy = 0.254 INA3
ry = 0.668 IN
J = 0.002 INA4
Cw = 0.699 INA6
xo = 1.504 IN
Kx = 1.7
Lx = 54.00 IN
Ky = 1.00
Ly = 44.00 IN
Kt = 1.00
Lt = 44.00 IN
Fy= 55 KSI
G = 11,300
E= 29,500 KSI
INC.
MATERIAL HANDLING ENGINEERING
TEL: (909) 869-0989 / FAX: (909) 869-0981
161 ATLANTIC STREET, POMONA, CA 91768
PROJECT
FOR
SHEET NO.
CALCULATED BY
DATE
BUY BUY BABY #3098
BED BATH & BEYOND
8
TC
7/22/2014
Beam Analysis
Beam to column connections provide adequate moment capacity to stabalize the system, although it does not provide
full fixity. Thus, the beams shall be analyzed assuming partial end fixity. In justifying the beam to column moment
connection, the partial end fixity moment will be added to the Longitudinal frame moment for the analysis of the
connection.
END FIXITY = 25
Effective Moment for Partially Fixed Beam
For simply supported beams, the max imum moment at the center is given by wL^2/8. An assumption of partial
fixity will decrease the maximum moment by the following method.
Q = 0.25
Mcenter = Mcenter(simple ends) - Q *Mcenter(fixed ends)
= wL^2/8 - (0.25 * wL^2/12)
wLA2/8 - wLA2/48
0.104 * wL^2
Reduction
COEFF (i = 0.104/0.125
= 0.832
THUS,
Mcenter = 8*(wL^2/8)
= 0.832*(wL^/8)
Mends = O*Mmax(fixed ends)
= (wLA2/12)*0.25
= 0.0208*w02
Efective Deflection for Partially Fixed Beam
Mcenter(simple)
Mends
(fixed)
----------------------
L
'max
TYPICAL BEAM FRONT VIEW
TYPICAL BEAM FRONT VIEW
Mcenter
(fixed)
For simply supported beam conditions, the maximum deflection at the center is given by 5wL14/384E1. An
assumption of partial fixity will decrease this maximum deflection by the following method:
Dmax= [5w(L)^4/(384*E*Ix)]
INC.
MATERIAL HANDLING ENGINEERING
TEL: (909) 869-0989 / FAX: (909) 869-0981
161 ATLANTIC STREET, POMONA, CA 91768
PROJECT
FOR
SHEET NO.
CALCULATED BY
DATE
BUY BUY BABY #3098
BED BATH & BEYOND
9
TC
7/22/2014
Beam Analysis cont.
Live Load = 600 LB
Beam Dead Load = 50 LB
End fixity = 25 %
Mcenter = 0.104 * wL^2
= 3,245 IN -LB
Mends = 0.0208*wLA2
= 649 IN -LB
Lmax = [1950+1200(M1/M2)]b/Fy
M1/M2 = 0.2 <=== SINCE Mcenter > Mends
Lmax = (1950 + 240)*2.5/55
= 99.5 IN > L
Thus, Fb = 0.6 * Fy
= 33,000 PSI
Maximum Static Load per Level depends on:
1) Moment Capacity
If, fb = M/Sx.
Then, 0.6 * Fy = (8*wL^2/8)/Sx
Thus,
Max Wt./Level = [9.6*Fy*Sx/(R * L)]*a
= (9.6* 55 KSI * 0.893 IN^3)/(0.832*96 IN)*0.875
= 5,247 LB/LVL <=== GOVERNS
OR,
2) Allowable Deflection
If, Dallow = L/180
= 0.533 IN
And, D = [5w(L)^4/(384*E*Ix)]*R
Then,
Max Wt./Level = 2*[(384*E*Ix*Hallow)/(5*L^3 * R)]
= 6,067 LB/LVL
Thus, Maximum Allowable Live Load / Level = 5,197 LB/LVL
LEVEL Mstatic Mimpact
1 3,245 IN -LB 3,708 IN -LB
2 1,997 IN -LB 2,282 IN -LB
3 3,245 IN -LB 3,708 IN -LB
4 3,245 IN -LB 3,708 IN -LB
5 3,245 IN -LB 3,708 IN -LB
Mallow(static)
29,469 IN -LB
29,469 IN -LB
29,469 IN -LB
29,469 IN -LB
29,469 IN -LB
Beam Properties
Ix = 1.880 IN^4
Sx = 0.893 IN^3
Fy = 55,000 PSI
Length=L = 96.0 IN
a = 4.000 IN
b = 2.500 IN
c = 1.750 IN
d = 0.750 IN
e = 1.500 IN
t = 0.075 IN
a = Impact Coefficient = 0.875
(3 = 0.832
Mseismic
2,865 IN -LB
4,146 IN -LB
1,427 IN -LB
1,153 IN -LB
826 IN -LB
Mseismic(allow)
39,292 IN -LB
39,292 IN -LB
39,292 IN -LB
39,292 IN -LB
39,292 IN -LB
Result
Good
Good
Good
Good
Good
SEIZMIC
INC.
MATERIAL HANDLING ENGINEERING
TEL: (909) 869-0989 / FAX: (909) 869-0981
161 ATLANTIC STREET, POMONA, CA 91768
PROJECT BUY BUY BABY #3098
FOR BED BATH & BEYOND
SHEET NO. 10
CALCULATED BY TC
DATE 7/22/2014
Beam to Column Connection Analysis
Mconn = 0.75*0.7*Mconn. seismic + Mend
2,153 IN -LB
Connection capacity depends on the following parameters:
1) Shear capacity of the studs
STUD DIAMETER= 7/16 IN
Fy= 55,000 PSI
Pmax-shear= 0.4 * Fy * Area
= 0.4 * 55000 PSI * (0.4375 IN)^2 * rt/4
= 3,307.3 LB
2) Bearing capacity on column
Fu= 65,000 PSI
Pmax-brg= Bearing Area * Fbearing
= (tmin * thickness) * (1.2 * Fu)
= (0.4375 IN * 0.09 IN) * (1.2 *65000 PSI)
= 3,071.3 LB < 3307.3 LB
3) Moment capacity of bracket
Mcap= Sbracket * Fbending
=0.1IN^3*0.66*Fy
= 3,630 IN -LB
C= Mcap/0.75 = 1.67 * P1
THUS, P1= 0.798 * Mcap
= 2,897 IN -LB < 3307.3 LB
THUS, GOVERNING VALUE IS THE MIN VALUE OF P1,
P1-eff= 2,897 LB
Mconn-allow= P1*4.5 IN + P2*2.5 IN + P3*0.5 IN
= 5.94 * P1-eff
= 17,207 IN -LB > Mconn max, OK
311
,If— 1-5/8"
4
C= P1+P2+P3
= P1+P1*(2.5/4.5)+P1*(0.5/4.5)
= 1.67*P1
Sbracket= 0.100IN^3
1/2"
1/2„
SEIZMIC
INC.
MATERIAL HANDLING ENGINEERING
TEL: (909) 869-0989 / FAX: (909) 869-0981
161 ATLANTIC STREET, POMONA, CA 91768
PROJECT
FOR
SHEET NO.
CALCULATED BY
DATE
BUY BUY BABY #3098
BED BATH & BEYOND
11
TC
7/22/2014
Transverse Brace Analysis
It is assumed that the transverse braces resist the seismic shear in tension and compression, with compression
being critical in the design.
Diagonal Member
0.75*0.7*Vtran= 150 LB
Ldiag= [(D-3")^2 + (H-6")^2]^(1/2)
= 58.9 IN
Pmax= V*(Ldiag/D)
= 183.7 LB
(kl/r)max= (k * Ldiag)/r min
= 1 x 58.9 IN /0.422 IN )
= 139.6 IN
Fe= rt`E/(kl/r)`
= 14,693 PSI
SINCE Fe<Fy/2,
Fn= Fe
= 14,693 PSI
Pn= AREA*Fn
= 0.212IN^2 * 14693 PSI
= 3,115 LB
Qc= 1.92
Pallow= Pn/Oc
= 3115 LB /1.92
= 1,622 LB
h D
LOWER BRACE PANEL ELEVATION
H= 44.0 IN
D= 48.0 IN
Horizontal Member
1 1/4" 0 x 16ga.
t = 0.060 IN
AREA= 0.212 IN^2
r min= 0.422 IN
Fy= 55,000 PSI
Diagonal Member
fa/Fa= 0.11 < 1.0 OK 1 1/4" 0 x 16ga.
Horizontal Member
t = 0.060 IN
Similarly for horizontal members. AREA= 0.212 IN^2
r min= 0.422 IN
Pmax= 149.7 LB Fy= 55,000 PSI
fa/Fa= 0.04 < 1.0 OK
SEIZMIC
INC.
MATERIAL HANDLING ENGINEERING
TEL: (909) 869-0989 / FAX: (909) 869-0981
161 ATLANTIC STREET, POMONA, CA 91768
PROJECT
FOR
SHEET NO.
CALCULATED BY
DATE
BUY BUY BABY #3098
BED BATH & BEYOND
12
TC
7/22/2014
Overturning Analysis
Fully Loaded:
Movt = 23,899 IN -LB
Mpg = 250 LB x 48 IN / 2
= 6,000 IN -LB
MPLapp = 0.67*1400 LB X 48 IN / 2
= 22,512 IN -LB
Vcol = 0.7*Vtotal
= 200 LB
d = 48.00 IN
Allowable Tension = 370 LB
Allowable Shear = 540 LB
# of Anchors / Plate = 2
Puplift = [0.75 x 0.7 x Movt - (0.6-0.11SDs) x MDL - 0.75 x (0.6-0.14SDs) x MPLapp] / d
= [0.75*0.7*23899 - (0.6-0.11*0.24)*6000 - 0.75*(0.6-0.14*0.24)*22512] IN -LB / 48 IN
= -10 LB <=== NO UPLIFT
Interaction Equation
[0 LB/ 740 LB] + [100 LB/ 1080 LB] =
Top shelf loaded only:
Movt = 478 IN -LB
MDL = 6,000 IN -LB
MPLapp = 200 LB x 48 IN / 2
= 4,800 IN -LB
Vcol = 0.7*Vtop
= 76 LB
0.09 < 1.2 Therefore OK
d = 48.0 I N
Allowable Tension = 370 LB
Allowable Shear = 540 LB
# of Anchors per Plate = 2
Puplift = [0.75 x 0.7 x Movt - (0.6-0.11S0s) x MDL - 0.75 x (0.6-0.14SDs) x MPLapp] / d
= [0.75*0.7*478 - (0.6-0.11*0.24)*6000 - 0.75*(0.6-0.14*0.24)*4800] IN -LB / 48 IN
= -109 LB <=== NO UPLIFT
INTERACTION EQN.
[0 LB/ 370 LB] + [38 LB/ 540 LB] =
0.04 < 1.2 Therefore OK
rulisrZZZIIIIIIIII
INC.
MATERIAL HANDLING ENGINEERING
TEL: (909) 869-0989 / FAX: (909) 869-0981
161 ATLANTIC STREET, POMONA, CA 91768
PROJECT
FOR
SHEET NO.
CALCULATED BY
DATE
BUY BUY BABY #3098
BED BATH & BEYOND
13
TC
7/22/2014
Base Plate Analysis
Pcol = Pstatic + Mot/D
= 932 LB
Effective Base Width = 7.00 IN
Effective Base Depth = 5.00 IN
b = 3.00 IN
b1= 2.00 IN
Thickness (t) = 0.375 IN
Fy = 36,000 PSI
fa =P/A = Pcol/(D x B) = 26.64 PSI
Mbase = (W)(L12)/2 = (fa)(b1^2)/2
= 53 IN.LB.
Sbase=(1)(t^2)/6 = 0.0234 IN^3
Fbase = 0.75 x Fy = 27,000 PSI
fb/Fb = Mbase/((Sbase)(Fbase))
= 0.08 < 1.0 OK
INC.
MATERIAL HANDLING ENGINEERING
TEL: (909) 869-0989 / FAX: (909) 869-0981
161 ATLANTIC STREET, POMONA, CA 91768
PROJECT
FOR
SHEET NO.
CALCULATED BY
DATE
BUY BUY BABY #3098
BED BATH & BEYOND
14
TC
7/22/2014
LRFD Load Combination - For Slab and Soil Analysis
Load combination per RMI 2.2 Resultant Load combination
1 1.4DL + 1.2PL 1.4DL + 1.2PL
2 1.2DL + 1.6PL + 1.6LL + 0.5(Lr or SL or RL) 1.2DL + 1.6PL
3 1.2DL + 0.85PL + (0.5LL or 0.8WL) + 1.6(Lr or SL or RL) 1.2DL + 0.85PL
4 1.2DL + 0.85PL + 0.5LL + 1.6WL + 0.5(Lr or SI or RL) 1.2DL + 0.85PL
5 (1.2+0.2SD5)DL + (0.85+0.2SD5)PL + 0.5LL + EL + 0.2SL (1.2+0.2SD5)DL + (0.85+0.2SD5)PL + EL
6 (0.9-0.2SD5)DL + (0.9-0.2SD5)PLapp - EL (0.9-0.2SD5)DL + (0.9-0.2SD5)PLapp - EL
DL-total/col = 125 LB
PL-total/col = 700 LB
E = 498 LB
Load combination 1
Pmax = 1.4DL + 1.2PL
= 1.4 x 125 LB + 1.2 x 700 LB
= 1,015 LB
Load combination 2
Pmax = 1.2DL + 1.6PL
= 1.2 x 125 LB + 1.6 x 700 LB
= 1,270 LB
Load combination 3 & 4
Pmax = 1.2DL + 0.85PL
= 1.2 x 125 LB + 0.85 x 700 LB
= 745 LB
Load combination 5
Pmax = (1.2+0.2SD5)DL + (0.85+0.2SD5)PL + EL
= (1.2+0.2*0.24) x 125 LB + (0.85+0.2*0.24) x 700 LB + 1.0 x 498 LB
= 1,283 LB
Load combination 6
Pmax = (0.9-0.2SD5)DL + (0.9-0.2SD5)PLapp - EL
_ (0.9-0.2*0.24) x 125 LB + (0.9-0.2*0.24) x 469 LB - 498 LB
_ -107 LB
SEIZMIC
INC.
MATERIAL HANDLING ENGINEERING
TEL: (909) 869-0989 / FAX: (909) 869-0981
161 ATLANTIC STREET, POMONA, CA 91768
PROJECT
FOR
SHEET NO.
CALCULATED BY
DATE
BUY BUY BABY #3098
BED BATH & BEYOND
15
TC
7/22/2014
Slab & Soil Analysis
The slab will be checked for puncture and bearing stress. If no puncture occurs, the slab is assumed to distribute
the load over a larger area of the slab.
Pmax = 1,283 LB
a) Puncture:
Fpunct = 2.66 x (F'c^0.5)
= 2.66 x (2500 PSI)^0.5
= 133 PSI
Apunct = [(Weff.+t/2)+(Deff.+t/2)] x 2 x t
= [(7 1N + 5IN/2) + (5 IN + 5IN/2)] x 2 x 5IN
= 170 INA2
fv/Fv = P/[(Apunct)(Fpunct)]
= 1283 LB/[170 IN^2 x 133 PSI x 0.55]
b) Bearing:
0Bn=0.85x0xf'cxAl
= 40,906 LB
Pu / 0Bn = 1283 LB / 40906 LB
c) Slab Tension
Asoil = P/[1.0 x fs]
= 1283 LB/[1.0 x 1500 PSF/(144IN^2/FT^2)]
= 123 IN^2
L = Asoil^0.5
= (123.13 IN^2)^0.5
= 11.1 IN
B = [(Weff.)(Deff.)]^0.5 + t
_ [7 IN x 5 IN]^0.5 + 5
= 11.0 IN
b = (L-B)/2
= (11.1 IN - 10.99 IN)/2
_ .1 1N
Mconc = (w)(b^2)/2 = [(1.0)(fs)(b^2)]/[144 (IN^2/FT^2) x 2]
= [1.0 x 1500 PSI x (0.05 IN)^2]/[144 (INA2/FTA2) x 2]
= 0 IN -LB
Sconc = 1 IN x (t^2)/6
= 1 IN x (5 IN)^2/6
= 4.17 IN^3
Fconc = 5 x 0 x fc^0.5
= 5 x 0.55 x (2500 PSI)^0.5
= 137.5 PSI
fb/Fb = Mconc/[(Sconc)(Fconc)]
= 0.01 IN-LB/[(4.17 INA3)(137.5 PSI)]
0.10 < 1.0 OK
0.03 < 1.0 OK
Base Plate:
W = 7.00 IN
D = 5.00 IN
Al = 35.0 IN^2
Concrete:
Thickness = 5.00 IN
f'c = 2,500 PSI
Soil:
fs = 1,500 PSF
0= 0.55
0.00 < 1.0 OK
r SEIZMIC 1
INC.
MATERIAL HANDLING ENGINEERING
TEL: (909) 869-0989 / FAX: (909) 869-0981
161 ATLANTIC STREET, POMONA, CA 91768
PROJECT
FOR
SHEET NO.
CALCULATED BY
DATE
BUY BUY BABY #3098
BED BATH & BEYOND
16
TC
7/22/2014
Wire Weld Light Duty Storage Fixtures - Sales Floor
Project Scope:
The purpose of this analysis is to show that the following light duty storage fixtures complies with the specifications
set forth in the 2012IBC .
The light duty storage fixtures are prefabricated and are to be field installed only without any field welding.
Project Parameters:
The Wire Weld fixtures consists of several bays, interconnected in one or both directions with columns of the vertical frames
being common between any adjacent bays. Stability longitudinally is depedent on the x-braces, while the wire weld panels
act transversely. The analysis will focus on a tributary bay to be analyzed in both the longitudinal & transverse direction.
The Wire Weld fixtures are fully braced, and will be analyzed as a braced steel storage rack system.
The system will be analyzed for seismic loading utilizing the following equation:
V = Cs x Ws
Cs= SD, xI/R
SDS = (2/3) x Fa x Ss
I = 1.5
R = 4
Seismic Factors:
Project Specifications:
Configurations:
Fa = 1.00
Ss = 1.44
Steel - Shaped steel & Rods, ASTM A500 Grade 50, Fy = 50,000 psi
All others, ASTM A36, Grade 36, Fy = 36,000 psi
Bolts - ASTM A307 unless otherwisw noted
Anchors - 3/8" 0 x 2-1/2" min. embedment Powers Wedge -Bolts+ (ICC ESR-2526)
Slab - 5" x 2,500 psi
Soil - 1,500 psf
Type A, A3
Type A2, A5
Type Al, A6
Type A21
147"H x (48"/36")W x 25-1/2"D
147"H x (48"/36")W x 19-1/2"D
147"H x (48"/36")W x 13-1/2"D
96"H x 48"W x 25-1/2"D
Only the critical configurations to be analyzed
<=== critical
<=== critical
<=== critical
PROJECT
FOR
SHEET NO.
CALCULATED BY
DATE
BUY BUY BABY #3098
BED BATH & BEYOND
17
TC
7/22/2014
SEIZMIC
■ INC.
MATERIAL HANDLING ENGINEERING
TEL: (909) 869-0989 / FAX: (909) 869-0981
161 ATLANTIC STREET, POMONA, CA 91768
1) ANCHOR
2) FOOT PLATE
3) POST
4) LONGITUDINAL X-BRACES
5) SHELVES
6) TRANSVERSE X-BRACES
SEIZMIC
INC.
MATERIAL HANDLING ENGINEERING
TEL: (909) 869-0989 / FAX: (909) 869-0981
161 ATLANTIC STREET, POMONA, CA 91768
PROJECT
FOR
SHEET NO.
CALCULATED BY
DATE
BUY BUY BABY #3098
BED BATH & BEYOND
18
TC
7/22/2014
Summary & Elevation: TYPE: A, A3
(2) Bracing req'd @ every 3 bay
I
1r
12"
12"
•
FRONT VIEW
3
Storage Capacity - 48 LB/LVL
1' 251 /2"-4
SIDE VIEW
3'
Post
Base Plate
Stress = 0.48
Ok
Overturning
Stress -full = 0.79
Stress -top = 0.23
Ok
Stress(L) = 0.49
Stress(T) = 0.10
Ok
Bracing
Stress(L) = 0.60
Stress(T) = 0.02
Ok
Slab & Soil
Stress = 0.20
Stress = 0.04
r SEIZMIC 1
INC.
MATERIAL HANDLING ENGINEERING
TEL: (909) 869-0989 / FAX: (909) 869-0981
161 ATLANTIC STREET, POMONA, CA 91768
PROJECT
FOR
SHEET NO.
CALCULATED BY
DATE
BUY BUY BABY #3098
BED BATH & BEYOND
19
TC
7/22/2014
Summary & Elevation: TYPE: A2, A5
1C0"
(2) Bracing req'd @ every 3 bay
W --
12"
12"
11
}
FRONT VIEW
3"
Storage Capacity - 36 LB/LVL
"`— 19 1/2" —f
SIDE VIEW
3"
Post
Stress = 0.44
Ok
Overturning
Stress -full = 0.84
Stress -top = 0.28
Ok
Base Plate
Stress(L) = 0.38
Stress(T) = 0.09
Ok
Bracing
Stress(L) = 0.47
Stress(T) = 0.02
Ok
Slab
Stress = 0.19
Stress = 0.03
llisaul
SEIZMIC
INC.
MATERIAL HANDLING ENGINEERING
TEL: (909) 869-0989 / FAX: (909) 869-0981
161 ATLANTIC STREET, POMONA, CA 91768
PROJECT
FOR
SHEET NO.
CALCULATED BY
DATE
BUY BUY BABY #3098
BED BATH & BEYOND
20
TC
7/22/2014
Summary & Elevation: TYPE: Al, A6
r-- w
100"
�y
(2) Bracing req'd @ every 3 bay
FRONT 4ELV
147"
Storage Capacity - 24 LB/LVL
13 1/2" —%
12'
f2
3' 3'
SIDE VIEW
Post
Stress = 0.40
Ok
Overturning
Stress -full = 0.91
Stress -top = 0.35
Ok
Base Plate
Stress(L) = 0.27
Stress(T) = 0.08
Ok
Bracing
Stress(L) = 0.34
Stress(T) = 0.01
Ok
Slab
Stress = 0.18
Stress = 0.03
SEIZMIC
INC.
MATERIAL HANDLING ENGINEERING
TEL: (909) 869-0989 / FAX: (909) 869-0981
161 ATLANTIC STREET, POMONA, CA 91768
PROJECT
FOR
SHEET NO.
CALCULATED BY
DATE
BUY BUY BABY #3098
BED BATH & BEYOND
21
TC
7/22/2014
Loads & Distribition - 25-1/2" Deep
Fa = 1.00
Ss = 1.44
SDs = 2/3 * Fa * Ss
= 0.960
1= 1.5
R = 4
Cs=SDs*I/R
= 0.360
wPL, Product Load/Level = 48.0 LB
wDL, Dead Load/Level = 5.0 LB
# of Shelf Levels = 13
Ws = E(0.67*wPL+wDL)
= 483 LB
Vtotal = Cs*Ws
= 0.36 x 483 LB
= 174 LB
Fully loaded:
<__= ASSUMED SITE CLASS D
<=== SEISMIC DESIGN CATEGORY D
<=== IN AREA OPEN TO THE PUBLIC
Depth = 25.5 IN
Occurrence of Brace = 1.5
Vtop = Cs*Ws,top
= 0.36 x 113 LB
= 41 LB
Level
wx
hx
wx hx
Fi
Movt
1
2
3
4
5
6
7
8
9
10
11
12
13
53 LB
53 LB
53 LB
53 LB
53 LB
53 LB
53 LB
53 LB
53 LB
53 LB
53 LB
53 LB
5 LB
3.000 IN
15.00 IN
27.00 IN
39.00 IN
51.00 IN
63.00 IN
75.00 IN
87.00 IN
99.00 IN
111.0 IN
123.0 IN
135.0 IN
147.0 IN
159 IN -LB
795 IN -LB
1,431 IN -LB
2,067 IN -LB
2,703 IN -LB
3,339 IN -LB
3,975 IN -LB
4,611 IN -LB
5,247 IN -LB
5,883 IN -LB
6,519 IN -LB
7,155 IN -LB
735 IN -LB
0.6 LB
3.1 LB
5.6 LB
8.1 LB
10.5 LB
13.0 LB
15.5 LB
18.0 LB
20.4 LB
22.9 LB
25.4 LB
27.9 LB
2.9 LB
2 IN -LB
46 IN -LB
151 IN -LB
314 IN -LB
537 IN -LB
820 IN -LB
1,162 IN -LB
1,563 IN -LB
2,024 IN -LB
2,545 IN -LB
3,125 IN -LB
3,764 IN -LB
421 IN -LB
641 LB Total =
Top shelf loaded only:
44,619 IN -LB
174 LB
16,474 IN -LB
Level
wx
hx
wx hx
Fi
Movt
1
2
3
4
5
6
7
8
9
10
11
12
13
5 LB
5 LB
5 LB
5 LB
5 LB
5 LB
5 LB
5 LB
5 LB
5 LB
5 LB
53 LB
5 LB
3.000 IN
15.00 IN
27.00 IN
39.00 IN
51.00 IN
63.00 IN
75.00 IN
87.00 IN
99.00 IN
111.0 IN
123.0 IN
135.0 IN
147.0 IN
15 IN -LB
75 IN -LB
135 IN -LB
195 IN -LB
255 IN -LB
315 IN -LB
375 IN -LB
435 IN -LB
495 IN -LB
555 IN -LB
615 IN -LB
7,155 IN -LB
735 IN -LB
0.05 LB
0.27 LB
0.48 LB
0.70 LB
0.91 LB
1.13 LB
1.34 LB
1.56 LB
1.77 LB
1.99 LB
2.20 LB
25.63 LB
2.63 LB
0 IN -LB
4 IN -LB
13 IN -LB
27 IN -LB
47 IN -LB
71 IN -LB
101 IN -LB
136 IN -LB
176 IN -LB
221 IN -LB
271 IN -LB
3,460 IN -LB
387 IN -LB
113 LB Total =
11,355 IN -LB
41 LB
4,913 IN -LB
SEIZMIC
INC.
MATERIAL HANDLING ENGINEERING
TEL: (909) 869-0989 / FAX: (909) 869-0981
161 ATLANTIC STREET, POMONA, CA 91768
PROJECT
FOR
SHEET NO.
CALCULATED BY
DATE
BUY BUY BABY #3098
BED BATH & BEYOND
22
TC
7/22/2014
Column Analysis
P=(1+0.11Sps)DL+0.75*(1+0.14SDs)PL+0.75*0.7E
=(1+0.11*0.96)*(5*13)/2+0.75*(1+0.14*0.96)*(48*12)/2+0.75*0.7*(16474/25.5)
= 620 LB
KxLx/rx = 1*12 IN/0.398 IN
= 30.2
KyLy/ry = 1 * 12 IN/0.095 IN
= 126.3
(KL/r)max = 126.3
ro= (rx^2 + ry^2 + xo^2)^0.5
= 0.448 IN
8= 1-(xo/ro)^2
= 0.833
Fe IS TAKEN AS THE SMALLER OF Fel AND Fe2:
(EQ. C4.2-3)
Fe1= rt^2E/(KL/r)max^2 (EQ C4.1-1)
= 18.2 KSI
oex= rt^2E/(KxLx/rx)^2
= 320.3 KSI
ot= 1/Aro^2[GJ+(T(^2ECw)/(KtLt)^2]
= 112.66 KSI
Fe2= 1/(28)*{(oex+ot)-[(oex+ot)^2-(4*g*oex*ot)]^0.5}
= 104.3 KSI
Fe= 18.2 KSI
Fy/2= 25.0 KSI
SINCE, Fe < Fy/2
THEN, Fn= Fe
= 18.2 KSI
Pn= Aeff*Fn
= 2,476 LB
Oc= 1.92
Pa= Pn/Qc
= 1,289 LB
Pcol/Pa= 0.48 < 1.0, Ok
11116 \ 16 GA.
1.'r
0'
''1
14
114
1►
1 5/8 +�
SECTION PROPERTIES
(EQ C3.1.2-7) t = 0.060 IN
Aeff = 0.136 IN^2
(EQ C3.1.2-9) Ix = 0.022 INA4
Sx = 0.033 IN^3
(EQ C4.1-1) rx = 0.398 IN
ly = 0.001 IN^4
Sy = 0.005 IN^3
ry = 0.095 1N
J = 0.000 IN^4
Cw = 0.001 IN^6
(EQ. C4-4) xo = -0.183 IN
Kx = 1.0
Lx = 12.00 I N
(EQ C4-2) Ky = 1.00
Ly = 12.00 I N
Kt = 1.0
Lt = 12.00 IN
Fy = 50 KSI
(EQ C4-1)
G = 11,300
E = 29,500 KSI
SEIZMIC
INC.
MATERIAL HANDLING ENGINEERING
TEL: (909) 869-0989 / FAX: (909) 869-0981
161 ATLANTIC STREET, POMONA, CA 91768
PROJECT
FOR
SHEET NO.
CALCULATED BY
DATE
BUY BUY BABY #3098
BED BATH & BEYOND
23
TC
7/22/2014
Brace Analysis
Bracing capacity is governed by tension capacity of cross bracing.
Pbrace = Vtotal x Brace Occurrence
= 261 LB
Longitudinal Bracing:
Veff = 0.75*0.7*Pbrace
= 137 LB
Vdiag = Veff x (Ldiag/Lhoriz)
= 137LBx111IN/48IN
= 316 LB <==Seismic Load in Tension
Tension Capacity of the Turn Buckle
Tallow = 0.6 x Fy x Area
= 0.6 x 50000 PSI x 0.018 IN^2
= 530 LB
Vdiag/Tallow = 0.60 < 1.0, Ok
Transverse Bracing:
Veff = 0.75*0.7*Pbrace
= 72 LB
Vdiag = Veff x (Ldiag/Lhoriz)
= 72 LB x 381N/ 24 IN
= 115 LB <==Seismic Load in Tension
Tension Capacity of the Rod
Tallow = 0.6 x Fy x Area
= 0.6 x 50000 PSI x 0.1963 IN^2
= 5,890 LB > Vdiag OK IN TENSION
Vdiag/Tallow =
0.02 < 1.0, Ok
Cross Brace Member
Turn Buckle 0 = 0.150 IN
Area (turn buckle) = 0.018 IN^2
Lhoriz=D = 48.00 IN
Lvert=h = 100.0 IN
Ldiag = 110.9 IN
Fy = 50,000 PSI
Cross Brace Member
Rod 0 = 0.500 IN
Area (rod) = 0.196 IN^2
Lhoriz=D = 24.00 IN
Lvert=h = 30.00 IN
Ldiag = 38.42 IN
Fy = 50,000 PSI
SEIZMIC
INC.
MATERIAL HANDLING ENGINEERING
TEL: (909) 869-0989 / FAX: (909) 869-0981
161 ATLANTIC STREET, POMONA, CA 91768
PROJECT BUY BUY BABY #3098
FOR BED BATH & BEYOND
SHEET NO. 24
CALCULATED BY
DATE
TC
7/22/2014
Overturning/Anchorage Analysis
Fully loaded:
Movt = 16,474 IN -LB
MDL = 5 LB x 13 Levels x 25.5 IN / 2
= 829 IN -LB
MpLaPP = 0.67*48 LB x 13 Levels x 25.5 IN / 2
= 5,331 IN -LB
Vcol = 0.7*Vtotal/2
= 61 LB
d = 25.5 IN
Allowable Tension = 370 LB
Allowable Shear = 540 LB
# of Anchors/Plate = 1
Puplift = [0.75 x 0.7 x Movt - (0.6-0.11SD5) x MDL - 0.75 x (0.6-0.14SDS) x MpLapp] / d
= [0.75*0.7*16474 - (0.6-0.11*0.96)*829 - 0.75*(0.6-0.14*0.96)*5331] IN -LB / 25.5 IN
= 250 LB <=== UPLIFT
Interaction Equation
[250 LB/ 370 LB] + [61 LB/ 540 LB] =
Top shelf loaded only:
Movt = 4,913 IN -LB
MDR = 5 LB x 13 Levels x 25.5 IN / 2
= 829 IN -LB
MPLapp = 48 LB x 25.5 IN / 2
= 612 IN -LB
Vcol = 0.7*Vtop/2
= 14 LB
0.79 < 1.2 Therefore OK
d = 25.5 IN
Allowable Tension = 370 LB
Allowable Shear = 540 LB
# of Anchors/Plate = 1
Puplift = [0.75 x 0.7 x Movt - (0.6-0.11SDs) x MDL - 0.75 x (0.6-0.14SDs) x MpLapp] / d
= [0.75*0.7*4913 - (0.6-0.11*0.96)*829 - 0.75*(0.6-0.14*0.96)*612] IN -LB / 25.5 IN
= 77 LB <=== UPLIFT
INTERACTION EQN.
[77 LB/ 370 LB] + [14 LB/ 540 LB] =
0.23 < 1.2 Therefore OK
Anchors - 3/8" 0 x 2-1/2" min. embedment Powers Wedge -Bolts+ (ICC ESR-2526)
r SEIZMIC
INC.
MATERIAL HANDLING ENGINEERING
TEL: (909) 869-0989 / FAX: (909) 869-0981
161 ATLANTIC STREET, POMONA, CA 91768
PROJECT
FOR
SHEET NO.
CALCULATED BY
DATE
BUY BUY BABY #3098
BED BATH & BEYOND
25
TC
7/22/2014
Base Plate Analysis
Longitudinal Check:
P = Pcol-static
= 345 LB
fa = P/A
= Pcol/[(Deff.)(Beff.)]
= 79 PSI
Mlbase/in = (W/in)(L^2)/2
= (fa)(b1^2)/2
= 35 IN -LB
Sbase/in = (1)(t^2)/6
= 0.003 IN^3
Fbase = (0.75)(Fy)
= 27,000 PSI
fb/Fb = Mbase/in/((Sbase/in)(Fbase))
= 0.49 < 1.0, Ok
fa
Transverse Check:
P = Pcol-static + Pcol-seismic
= 620 LB
fa = P/A
= Pcol/[(Deff.)(Beff.)]
= 142 PSI
Mlbase/in = (W/in)(LA2)/2
= (fa)(b1^2)/2
= 7 IN -LB
Sbase/in = (1)(t^2)/6
= 0.003 INA3
Fbase = (0.75)(Fy)
= 27,000 PSI
fb/Fb = Mbase/in/((Sbase/in)(Fbase))
= 0.10 < 1.0, Ok
Base Steel Properties:
b1— b
Beff. = 3.50 IN
Deff. = 1.25 IN
b = 1.63 IN
bl = 0.94 IN
t = 0.125 1N
Fy = 36,000 PSI
B
Base Steel Properties:
Beff. = 1.25 IN
Deff. = 3.50 IN
b = 0.63 IN
b1 = 0.31 IN
t = 0.125 IN
Fy = 36,000 PSI
SEIZMIC
INC.
MATERIAL HANDLING ENGINEERING
TEL: (909) 869-0989 / FAX: (909) 869-0981
161 ATLANTIC STREET, POMONA, CA 91768
PROJECT
FOR
SHEET NO.
CALCULATED BY
DATE
BUY BUY BABY #3098
BED BATH & BEYOND
26
TC
7/22/2014
LRFD Load Combination - For Slab and Soil Analysis
Load combination per RMI 2.2 Resultant Load combination
1 1.4DL + 1.2PL 1.4DL + 1.2PL
2 1.2DL + 1.6PL + 1.6LL + 0.5(Lr or SL or RL) 1.2DL + 1.6PL
3 1.2DL + 0.85PL + (0.5LL or 0.8WL) + 1.6(Lr or SL or RL) 1.2DL + 0.85PL
4 1.2DL + 0.85PL + 0.5LL + 1.6WL + 0.5(Lr or SI or RL) 1.2DL + 0.85PL
5 (1.2+0.2SDs)DL + (0.85+0.2SD5)PL + 0.5LL + EL + 0.2SL (1.2+0.2Sp5)DL + (0.85+0.25Ds)PL + EL
6 (0.9-0.2SD5)DL+ (0.9-0.2SD5)PLapp - EL (0.9-0.2SD5)DL+ (0.9-0.2SDs)PLapp - EL
DL-total/col = 33 LB
PL-total/col = 312 LB
EL = 646 LB
Load combination 1
Pmax = 1.4DL + 1.2PL
= 1.4 x 33 LB + 1.2 x 312 LB
= 420 LB
Load combination 2
Pmax = 1.2DL + 1.6PL
= 1.2x33LB+1.6x312LB
= 538 LB
Load combination 3 & 4
Pmax = 1.2DL + 0.85PL
=-1.2x33 LB+0.85x312 LB
= 304 LB
Load combination 5
Pmax = (1.2+0.2SD5)DL + (0.85+0.2SD5)PL + EL
= (1.2+0.2*0.96) x 33 LB + (0.85+0.2*0.96) x 312 LB + 646 LB
= 1,016 LB
Load combination 6
Pmax = (0.9-0.2Sps)DL + (0.9-0.2SDs)PLapp - EL
= (0.9-0.2*0.96) x 33 LB + (0.9-0.2*0.96) x 209 LB - 646 LB
= -475 LB
SEIZMIC
INC.
MATERIAL HANDLING ENGINEERING
TEL: (909) 869-0989 / FAX: (909) 869-0981
161 ATLANTIC STREET, POMONA, CA 91768
PROJECT
FOR
SHEET NO.
CALCULATED BY
DATE
BUY BUY BABY #3098
BED BATH & BEYOND
27
TC
7/22/2014
Slab & Soil Check
The slab will be checked for puncture and bearing. If puncture does not occur, it will be assumed that the load is
being distributed over a larger area of the soil.
Pmax = 1,016 LB
a) Puncture:
Fpunct = 2.66 x (F'c^0.5)
= 2.66 x (2500 PSI)^0.5
= 133 PSI
Apunct = [(Weff.+t/2)+(Deff.+t/2)] x 2 x t
= [(3.5 IN + 5 IN/2) + (1.25 IN + 5 IN/2)] x 2 x 5 IN
= 98 IN^2
fv/Fv = P/[(Apunct)(Fpunct)]
= 1016 LB/[98 INA2 x 133 PSI x 0.55]
= 0.14 < 1.0 Ok
b) Bearing:
0Bn=0.85x0xf'cxAl
= 5,113 LB
Pu/0Bn= 1016 LB/5113 LB
= 0.20 < 1.0 Ok
c) Slab Tension:
Asoil = P/[1.0 x fs]
= 1016 LB/[1.0 x 1000 PSF/(1441N^2/FT^2)]
= 146 IN^2
L=
B=
b=
Mconc =
Sconc =
Fconc =
fb/Fb =
Asoil^0.5
(146.35 IN^2)^0.5
12.1 IN
[(Weff.)(Deff.)]^0.5 + t
[3.5 IN x 1.25 IN]^0.5 + 5
7.1 IN
(L-B)/2
(12.1 IN - 7.09 IN)/2
2.5 IN
(w)(b^2)/2 = [(1.0)(fs)(b^2)]/[144 (INA2/FTA2) x 2]
[1.0 x 1000 PSF x (2.5 IN)^2]/[144 (IN^2/FT^2) x 2]
22 IN -LB
1 IN x (t^2)/6
1 IN x (5 IN)^2/6
4.17 IN^3
5x0xfc^0.5
5 x 0.55 x (2500 PSI)^0.5
137.5 PSI
Mconc/[(Sconc)(Fconc)]
21.75 IN-LB/[(4.17 IN^3)(137.5 PSI)]
0.04 < 1.0 Ok
Base Plate
Weff. = 3.50 IN
Deff. = 1.25 IN
Al = 4.38 IN^2
Slab on Grade
t = 5.00 I N
f'c = 2,500 PSI
0= 0.55
Soil
Fs = 1,000 PSF
SEIZMIC
INC.
MATERIAL HANDLING ENGINEERING
TEL: (909) 869-0989 / FAX: (909) 869-0981
161 ATLANTIC STREET, POMONA, CA 91768
PROJECT
FOR
SHEET NO.
CALCULATED BY
DATE
BUY BUY BABY #3098
BED BATH & BEYOND
28
TC
7/22/2014
Stockroom Light Duty Storage Racks
Project Scope:
The purpose of this analysis is to show that the following light duty storage fixtures complies with the specifications
set forth in the 2012 International Building Code.
The light duty storage fixtures are prefabricated and are to be field installed only without any field welding.
Project Parameters:
The fixtures will be analyzed as a braced steel storage rack system.
This type of system will be located both on grade.
The system will be analyzed for seismic loading utilizing the following equation:
Seismic Factors:
Project Specifications:
Configurations:
V = Cs x Ws
Cs = Spsxl/R
Sps = 2/3 x Fa x Ss
1= 1
R = 4
Fa = 1.00
Ss = 1.44
Steel - Shaped steel & Rods, ASTM A570 Grade 36, Fy = 36,000 psi
All others, ASTM A36, Grade 36, Fy = 36,000 psi
Bolts - A307 UNLESS OTHERWISE NOTED
Anchors - 3/8" 0 x 2-1/2" min. embedment Powers Wedge Bolts (ICC ESR-2526)
Slab - 5" x 2,500 psi
Soil - 1,500 psf
Type Ea 144"H x 48-1/2"W x 24-1/2"D (6 levels)
Type Eb 144"H x 48-1/2"W x 24-1/2"D (11 levels)
INC.
MATERIAL HANDLING ENGINEERING
TEL: (909) 869-0989 / FAX: (909) 869-0981
161 ATLANTIC STREET, POMONA, CA 91768
PROJECT
FOR
SHEET NO.
CALCULATED BY
DATE
BUY BUY BABY #3098
BED BATH & BEYOND
29
TC
7/22/2014
General Configurations:
1) POST
2) FOOT PLATE
3) ANCHOR
5) SHELF SUPPORT BEAM
6) TIE PLATE
7) TIE SUPPORT
I
r
1
1
L J
I
NOTE: THIS IS THE TRIBUTARY SYSTEM BEING ANALYZED.
I
relli.1.171\111.111
INC.
MATERIAL HANDLING ENGINEERING
TEL: (909) 869-0989 / FAX: (909) 869-0981
161 ATLANTIC STREET, POMONA, CA 91768
PROJECT
FOR
SHEET NO.
CALCULATED BY
DATE
BUY BUY BABY #3098
BED BATH & BEYOND
30
TC
7/22/2014
Summary & Elevations: Type Ea
1
Elevation: 144"H x 48-1/2"W x 24-1/2"D (6 levels)
4"
1-48 1 /2" � r-24 1/2"--1
22
/2"
22
22
/2"
/2"
1
8"
551 /2"
Storage Capacity - 175 LB/LVL
22
/2"
22 1 /2"
22 1 /2"
18"
28 1/2"
1
4"
2 1 /4"
FRONT VIEW
SIDE VIEW
2 1/4"
Post
(
Stress (T) = 0.49
Stress (L) = 0.74
Ok
Overturning
I
Double Rivet Connection
Slab & Soil
Stress -full = 0.45
Stress -top = 0.18
Ok
Stress = 0.82
Ok
Stress = 0.16
Stress = 0.03
Ok
SEIZMIC
INC.
MATERIAL HANDLING ENGINEERING
TEL: (909) 869-0989 / FAX: (909) 869-0981
161 ATLANTIC STREET, POMONA, CA 91768
PROJECT
FOR
SHEET NO.
CALCULATED BY
DATE
BUY BUY BABY #3098
BED BATH & BEYOND
31
TC
7/22/2014
Summary & Elevations: Type Eb
Elevation: 144"H x 48-1/2"W x 24-1/2"D (11 levels) Storage Capacity - 200 LB/LVL
1-48 1/2" 1-24 1 /2"--1
144"
161/2"
16 1/2"
16 1 /2"
161/2"
16 1 /2"
144"
2 1/4"
FRONT VIEW
SIDE VIEW
2 1 /4"
Post
1
Stress (T) = 0.56
Stress (L) = 0.44
Ok
Overturning
1
Double Rivet Connection
Slab & Soil
Stress -full = 0.81
Stress -top = 0.23
Ok_
Stress = 0.73
Ok
Stress = 0.31
Stress = 0.15
Ok
INC.
MATERIAL HANDLING ENGINEERING
TEL: (909) 869-0989 / FAX: (909) 869-0981
161 ATLANTIC STREET, POMONA, CA 91768
PROJECT
FOR
SHEET NO.
CALCULATED BY
DATE
BUY BUY BABY #3098
BED BATH & BEYOND
32
TC
7/22/2014
Loads & Distribution: Type Ea
Fa = 1.00
Ss = 1.44
Sps = 2/3*Fa*Ss
= 0.96
1= 1
R = 4
Cs=Sps*I/R
= 0.240
Product Load/Level, wPL = 175.0 LB
Dead Load/Level, wDL = 10.00 LB
# of Shelf Levels = 6
Ws = E(0.67*wPL+wDL)
= 764 LB
Vtotal = Cs*Ws
= 0.24 x 764 LB
= 183 LB
Transverse:
<__= ASSUMED SITE CLASS D
<=== SEISMIC DESIGN CATEGORY D
<=== IN AREA NOT OPEN TO THE PUBLIC
Depth = 24.5 IN
Vtop = Cs*Ws,top
= 0.24 x 235 LB
= 56 LB
Level
wx
hx
wx hx
Fi
Movt
1
2
3
4
5
6
7
185 LB
0 LB
185 LB
185 LB
185 LB
185 LB
185 LB
2.250 IN
30.75 IN
57.75 IN
75.75 IN
98.25 IN
120.8 IN
143.3 IN
416 IN -LB
0 IN -LB
10,684 IN -LB
14,014 IN -LB
18,176 IN -LB
22,339 IN -LB
26,501 IN -LB
0.83 LB
0.00 LB
21.26 LB
27.89 LB
36.17 LB
44.46 LB
52.74 LB
2 IN -LB
0 IN -LB
1,228 IN -LB
2,113 IN -LB
3,554 IN -LB
5,368 IN -LB
7,556 IN -LB
1,110 LB TOTAL =
Longitudinal:
92,130 IN -LB
183 LB
19,821 IN -LB
Level
WX
hx
wx hx
Fi
Movt
1
2
3
4
5
6
185 LB
185 LB
185 LB
185 LB
185 LB
185 LB
2.250 IN
57.75 IN
75.75 IN
98.25 IN
120.8 IN
143.3 IN
416 IN -LB
10,684 IN -LB
14,014 IN -LB
18,176 IN -LB
22,339 IN -LB
26,501 IN -LB
0.83 LB
21.26 LB
27.89 LB
36.17 LB
44.46 LB
52.74 LB
2 IN -LB
1,228 IN -LB
2,113 IN -LB
3,554 IN -LB
5,368 IN -LB
7,556 IN -LB
1,110 LB TOTAL = 92,130 IN -LB 183 LB 19,821 IN -LB
Eff. Levels
1
0
1
1
1
1
1
Eff. Levels
1
1
1
1
1
1
SEIZMIC
INC.
MATERIAL HANDLING ENGINEERING
TEL: (909) 869-0989 / FAX: (909) 869-0981
161 ATLANTIC STREET, POMONA, CA 91768
PROJECT
FOR
SHEET NO.
CALCULATED BY
DATE
BUY BUY BABY #3098
BED BATH & BEYOND
33
TC
7/22/2014
Longitudinal & Transverse Analysis:
to be pinned
Longitudinal Column Forces:
<== Based Assumed
Mbase = 0 IN -LB
Level
Pcol-static
Pcol-seismic
Pcol-total
Mcol
Mconn-seismic
1
2
3
4
5
6
555 LB
463 LB
370 LB
278 LB
185 LB
93 LB
0 LB
0 LB
0 LB
0 LB
0 LB
0 LB
555 LB
463 LB
370 LB
278 LB
185 LB
93 LB
206 IN -LB
2,533 IN -LB
726 IN -LB
750 IN -LB
547 IN -LB
297 IN -LB
1,369 IN -LB
1,629 IN -LB
738 IN -LB
649 IN -LB
422 IN -LB
148 IN -LB
Transverse Loads:
Level
Pcol-static
Pcol-seismic
Pcol-total
Mcol
Mconn-seismic
1
2
3
4
5
6
7
555 LB
463 LB
463 LB
370 LB
278 LB
185 LB
648 LB
809 LB
809 LB
809 LB
759 LB
673 LB
528 LB
308 LB
1,364 LB
1,271 LB
1,271 LB
1,129 LB
950 LB
713 LB
956 LB
206 IN -LB
1,301 IN -LB
1,232 IN -LB
726 IN -LB
750 IN -LB
547 IN -LB
297 IN -LB
1,507 IN -LB
2,533 IN -LB
1,958 IN -LB
1,476 IN -LB
1,297 IN -LB
843 IN -LB
297 IN -LB
INC.
MATERIAL HANDLING ENGINEERING
TEL: (909) 869-0989 / FAX: (909) 869-0981
161 ATLANTIC STREET, POMONA, CA 91768
PROJECT BUY BUY BABY #3098
FOR BED BATH & BEYOND
SHEET NO. 34
CALCULATED BY
DATE
TC
7/22/2014
Transverse Post Analysis
Analyzed per AISI. Section properties are based on net effective sections.
P=(1+0.11SDs)DL+0.75*(1+0.14SDs)PL+0.75*0.7*EL
= 905 LB
M= 0.75*0.7*Mcol
= 683 IN -LB
KxLx/rx = 1.2 * 55 IN/0.65 IN
= 101.5 <=== (KI/r)max
KyLy/ry = 1.2*28 IN/0.7 IN
= 48.0
ro= (rx^2 + ry^2 + xo^2)^0.5
= 0.955 IN
8= 1-(xo/ro)^2
1.000
Fe IS TAKEN AS THE SMALLER OF Fel AND Fe2:
Fe1= rt^2E/(KL/r)max^2
= 28.2 KSI
aex= rt^2E/(KxLx/rx)^2
= 28.2 KSI
at= 1/Aro^2[GJ+(r(^2ECw)/(KtLt)^2)
= 103.94 KSI
Fe2= 1/(2R)*{(aex+at)-[(aex+at)^2-(4*R*aex*at)]^0.5}
= 28.2 KSI
Fe= 28.2 KSI
Fy/2= 18.0 KSI
SINCE, Fe > Fy/2
THEN, Fn= Fy(1-Fy/4Fe)
= 24.5 KSI
Pn= Aeff*Fn
= 8,584 LB
Oc= 1.92
Pa= Pn/Qc
= 4,471 LB
P/Pa= 0.20 > 0.15
THUS, CHECK: P/Pa + (Cmx*Mx)/(Max*µx) <_ 1.0
P/Pao + Mx/Max <_ 1.0
Pno= Ae*Fy
= 12,600 LB
Pao= Pno/Qc
= 6,563 LB
Me= Cb*ro*Aeff*(sey*st)^0.5
= 38 IN-K
My= Sy*Fy
= 5,040 IN -LB
Mc= My[1-My/(4Me)]
= 4,874 IN -LB
Max=Maxo= Mc/Of
= 2,919 IN -LB
µx= {1/[1-(Qc*P/Pcr)]}^-1
= 0.83
THUS,
14 GA.
SECTION PROPERTIES
A= 3.344 IN
B= 1.938 IN
(905 LB/4471 LB) + (1*683 IN-LB)/(2919 IN-LB*0.83) = 0.49 <1.0, OK
(905 LB/6563 LB) + (683 IN-LB/2919 IN -LB) = 0.37 <1.0, OK
t = 0.075 IN
Aeff = 0.350 IN^2
Ix = 0.150 INA4
Sx = 0.100 INA3
rx = 0.650 IN
ly = 0.170 INA4
Sy = 0.140 IN^3
ry = 0.700 IN
J = 0.001 INA4
Cw = 0.062 INA6
xo = 0.00 IN
Kx = 1.2
Lx = 55.00 IN
Ky = 1.20
Ly = 28.00 IN
Kt = 1.0
Lt = 28.00 IN
Fy= 36 KSI
G= 11,300
E= 29,500 KSI
Cmx= 1.0
Cb= 1.0
Of= 1.67
SEIZMIC
INC.
MATERIAL HANDLING ENGINEERING
TEL: (909) 869-0989 / FAX: (909) 869-0981
161 ATLANTIC STREET, POMONA, CA 91768
PROJECT
FOR
SHEET NO.
CALCULATED BY
DATE
BUY BUY BABY #3098
BED BATH & BEYOND
35
TC
7/22/2014
Longitudinal Post Analysis
Analyzed per AISI. Section properties are based on net effective sections.
P=(1+0.11Sps)DL+0.75*(1+0.14Sps)PL
= 480 LB
M= 0.75*0.7*Mcol
= 1,330 IN -LB
KxLx/rx = 1.2*55 IN/0.65 IN
= 101.5 <=== (KI/r)max
KyLy/ry = 1.2*28 IN/0.7 IN
= 48.0
ro= (rx^2 + ry^2 + xo^2)^0.5
= 0.955 IN
f3= 1-(xo/ro)^2
1.000
Fe IS TAKEN AS THE SMALLER OF Fel AND Fe2:
Fe1= rr^2E/(KL/r)max^2
= 28.2 KSI
aex= rr^2E/(KxLx/rx)^2
= 28.2 KSI
at= 1/Aro^2[G1+(n^2ECw)/(KtLt)^2]
= 103.94 KSI
Fe2= 1/(2R)*{(aex+ot)-[(csex+at)^2-(4*f3*aex*at)]^0.5}
= 28.2 KSI
Fe= 28.2 KSI
Fy/2= 18.0 KSI
SINCE, Fe > Fy/2
THEN, Fn= Fy(1-Fy/4Fe)
= 24.5 KSI
Pn= Aeff*Fn
= 8,584 LB
Oc= 1.92
Pa= Pn/Oc
= 4,471 LB
P/Pa= 0.11 < 0.15
THUS, CHECK: P/Pa + Mx/Max <_ 1.0
Pno= Ae*Fy
= 12,600 LB
Pao= Pno/Oc
= 6,563 LB
Me= Cb*ro*Aeff*(sey*st)^0.5
= 38 IN-K
My= Sx*Fy
= 3,600 IN -LB
Mc= My[1-My/(4Me)]
= 3,515 IN -LB
Max=Maxo= Mc/Of
= 2,105 IN -LB
µx= {1/[1-(Qc*P/Pcr)]}^-1
= 0.91
THUS,
(480 LB/4471 LB) + (1330 IN-LB/2105 IN -LB) =
14 GA.
SECTION PROPERTIES
A= 3.344 IN
B= 1.938 IN
0.74 < 1.0, OK
t=0.075IN
Aeff = 0.350 IN^2
Ix = 0.150 IN^4
Sx = 0.100 IN^3
rx = 0.650 IN
ly = 0.170 INN)
Sy = 0.140 IN^3
ry = 0.700 IN
J = 0.001 IN^4
Cw = 0.062 IN^6
xo = 0.00 IN
Kx = 1.2
Lx = 55.00 IN
Ky = 1.20
Ly = 28.00 IN
Kt = 1.0
Lt = 28.00 IN
Fy= 36 KSI
G= 11,300
E= 29,500 KSI
Cmx= 1.0
Cb= 1.0
Of= 1.67
SEIZMIC
INC.
MATERIAL HANDLING ENGINEERING
TEL: (909) 869-0989 / FAX: (909) 869-0981
161 ATLANTIC STREET, POMONA, CA 91768
PROJECT
FOR
SHEET NO.
CALCULATED BY
DATE
BUY BUY BABY #3098
BED BATH & BEYOND
36
TC
7/22/2014
Double Rivet Beam Connection
Since the frame is assumed to resist the seismic loads as a moment resisting frame, the capacity of the rivet beam
connection shall be determined and justified.
Mconn= 0.75*0.7*Mconn-seismic
= 1,330 IN -LB
CAPACITY OF STUD IN SHEAR
Vallow= 0.4 * Fy * AREA
= 1,080 LB
Vallow= 0.22* Fu * AREA
= 1,080 LB
BEARING CAPACITY OF STUDS
brg.allow= stud 0 x tmin x Fu
= 1,219 LB
Mallow= Vallow * d
= 1,620 IN -LB > Mconn OK
0= 0.250 IN
tmin= 0.075 IN
AREA= 0.049 IN^2
Fy= 55,000 PSI
Fu-METAL= 65,000 PSI
Fu-RIVET= 100,000 PSI
18.11.11
SEIZMIC
INC.
MATERIAL HANDLING ENGINEERING
TEL: (909) 869-0989 / FAX: (909) 869-0981
161 ATLANTIC STREET, POMONA, CA 91768
PROJECT
FOR
SHEET NO.
CALCULATED BY
DATE
BUY BUY BABY #3098
BED BATH & BEYOND
37
TC
7/22/2014
Overturning Analysis
Fully loaded:
Movt = 19,821 IN -LB
MDL = 10 LB x 6 Levels x 24.5 IN / 2
= 735 IN -LB
MPLaPP = 0.67*175 LB x 6 Levels x 24.5 IN / 2
= 8,618IN-LB
Vcol = 0.7*Vtotal/2
= 64 LB
d = 24.5IN
Allowable Tension = 370 LB
Allowable Shear = 540 LB
# of Anchors/Plate = 2
Puplift = [0.75 x 0.7 x Movt - (0.6-0.11SDs) x MDL - 0.75 x (0.6-0.14SDs) x MPLapp] / d
= [0.75*0.7*19821 - (0.6-0.11*0.96)*735 - 0.75*(0.6-0.14*0.96)*8618] IN -LB / 24.5 IN
= 287 LB <=== UPLIFT
Interaction Equation
[287 LB/ 740 LB] + [64 LB/ 1080 LB] = 0.45 < 1.2 Therefore OK
Top shelf loaded only:
Vtop = 56 LB
Level hx wx wx hx Fi Movt.
1 2.25 IN 10 LB 23 IN -LB 0 LB 0 IN -LB
2 30.75 IN 0 LB 0 IN -LB 0 LB 0 IN -LB
3 57.75 IN 10 LB 578 IN -LB 1 LB 63 IN -LB
4 75.75 IN 10 LB 758 IN -LB 1 LB 108 IN -LB
5 98.25 IN 10 LB 983 IN -LB 2 LB 181 IN -LB
6 120.75 IN 10 LB 1,208 IN -LB 2 LB 274 IN -LB
7 143.25 IN 185 LB 26,501 IN -LB 50 LB 7,125 IN -LB
Movt = 7,751 IN -LB
MDL = 735 IN -LB
MPLaPP = 175 LB x 24.5 IN / 2
= 2,144 IN -LB
Vcol = 0.7*Vtop/2
= 20 LB
Total 30,049 IN -LB 56 LB 7,751 IN -LB
d = 24.5 IN
Allowable Tension = 370 LB
Allowable Shear = 540 LB
# of Anchors/Plate = 2
Puplift = [0.75 x 0.7 x Movt - (0.6-0.11SDs) x MDL - 0.75 x (0.6-0.14Sps) x MPLapp] / d
= [0.75*0.7*7751 - (0.6-0.11*0.96)*735 - 0.75*(0.6-0.14*0.96)*2144] IN -LB / 24.5 IN
= 121 LB <=== UPLIFT
INTERACTION EQN.
[121 LB/ 370 LB] + [20 LB/ 540 LB] =
0.18 < 1.2 Therefore OK
SEIZMIC
INC.
MATERIAL HANDLING ENGINEERING
TEL: (909) 869-0989 / FAX: (909) 869-0981
161 ATLANTIC STREET, POMONA, CA 91768
PROJECT
FOR
SHEET NO.
CALCULATED BY
DATE
BUY BUY BABY #3098
BED BATH & BEYOND
38
TC
7/22/2014
LRFD Load Combination - For Slab and Soil Analysis
Load combination per RMI 2.2 Resultant Load combination
1 1.4DL + 1.2PL 1.4DL + 1.2PL
2 1.2DL + 1.6PL + 1.6LL + 0.5(Lr or SL or RL) 1.2DL + 1.6PL
3 1.2DL + 0.85PL + (0.5LL or 0.8WL) + 1.6(Lr or SL or RL) 1.2DL + 0.85PL
4 1.2DL + 0.85PL + 0.5LL + 1.6WL + 0.5(Lr or SI or RL) 1.2DL + 0.85PL
5 (1.2+0.2SDs)DL + (0.85+0.2SDs)PL + 0.5LL + EL + 0.2SL (1.2+0.2SDs)DL + (0.85+0.2SD5)PL + EL
6 (0.9-0.2SDs)DL + (0.9-0.2SDs)PLapp - EL (0.9-0.2SD5)DL+ (0.9-0.2SDs)Plapp - EL
DL-total/col = 30 LB
LL-total/col = 525 LB
E = 809 LB
Load combination 1
Pmax = 1.4DL + 1.2PL
= 1.4 x 30 LB + 1.2 x 525 LB
= 672 LB
Load combination 2
Pmax = 1.2DL + 1.6PL
= 1.2 x 30 LB+ 1.6 x 525 LB
= 876 LB
Load combination 3 & 4
Pmax = 1.2DL + 0.85PL
= 1.2x30LB+0.85x525 LB
= 482 LB
Load combination 5
Pmax = (1.2+0.2SD5)DL+ (0.85+0.2SDs)PL + EL
= (1.2+0.2*0.96) x 30 LB + (0.85+0.2*0.96) x 525 LB + 809 LB
= 1,398 LB
Load combination 6
Pmax = (0.9-0.2SD5)DL + (0.9-0.2SD5)PLapp - EL
= (0.9-0.2*0.96) x 30 LB + (0.9-0.2*0.96) x 352 LB - 809 LB
= -539 LB
r1.1711MICIIIIII
INC.
MATERIAL HANDLING ENGINEERING
TEL: (909) 869-0989 / FAX: (909) 869-0981
161 ATLANTIC STREET, POMONA, CA 91768
PROJECT
FOR
SHEET NO.
CALCULATED BY
DATE
BUY BUY BABY #3098
BED BATH & BEYOND
39
TC
7/22/2014
Slab & Soil Check
The slab will be checked for puncture and bearing stress. If no puncture occurs, the slab is assumed to distribute
the load over a larger area of the slab.
Pmax = 1,398 LB
a) Puncture:
Fpunct = 2.66 x (F'c^0.5)
= 2.66 x (2500 PSI)^0.5
= 133 PSI
Apunct = [(Weff.+t/2)+(Deff.+t/2)] x 2 x t
= [(5 IN + 5 IN/2) + (2 1N + 5 IN/2)] x 2 x 5IN
= 120 IN^2
fv/Fv = P/[(Apunct)(Fpunct)]
= 1398 LB/[120 IN^2 x 133 PSI x 0.55]
= 0.16 < 1.0 OK
b) Bearing:
0Bn = 0.85 x 0 x fc x Al
= 11,688 LB
Pu / OBn = 1398 LB / 11688 LB
= 0.12 < 1.0 OK
c) Slab Tension:
Adeck = P/[1.0 x fsoil]
= 1398 LB/[1.0 x 1500 PSF/(1441NA2/FTA2)]
= 134 IN^2
Base Plate:
Weff. = 5.00 IN
Deff. = 2.00 IN
L = Adeck"0.5 Al = 10.00 IN"2
= (134.19 IN^2)^0.5
= 11.6 IN
B = [(Weff.)(Deff.)]^0.5 + t
= [5IN x 2 IN]^0.5 + 5 Concrete:
=8.2IN t=5.00IN
b = (L-B)/2 Pc = 2,500 PSI
= (11.58 IN - 8.16 IN)/2
= 1.7 IN
Mconc = (w)(b^2)/2 = [(1.0)(fsoil)(b"2)]/[144 (IN^2/FT^2) x 2]
= [1.0 x 1500 PSI x (1.71 IN)^21/[144 (INA2/FTA2) x 2]
= 15 IN -LB
Sconc = 1 IN x (t^2)/6
= 1 IN x (5 IN)^2/6
= 4.17 INA3
Fconc = 5 x 0 x fc^0.5
= 5 x 0.55 x (2500 PSI)^0.5
= 137.5 PSI
fb/Fb = Mconc/[(Sconc)(Fconc)]
= 15.25 IN-LB/[(4.17 INA3)(137.5 PSI)]
= 0.03 < 1.0 OK
Soil
fsoil = 1,500 PSF
0= 0.55
SEIZMIC
INC.
MATERIAL HANDLING ENGINEERING
TEL: (909) 869-0989 / FAX: (909) 869-0981
161 ATLANTIC STREET, POMONA, CA 91768
PROJECT
FOR
SHEET NO.
CALCULATED BY
DATE
BUY BUY BABY #3098
BED BATH & BEYOND
40
TC
7/22/2014
Gondola Analysis
Project Scope:
Provide seismic analysis of the light duty storage fixtures in conformance with the specifications set forth
in the 2012 IBC.
Parameters:
The light duty storage fixtures are pimarily gondolas located on the sales floor. The stability of the shelving
depends on the braced frame (peg boards and horizontal braces) along the longitudinal direction. Along the
transverse direction the shelving relies on a cantilever frame system for stability. If a system is attached
or anchored to the wall, the shelving will transfer all its lateral load to the most rigid component - the wall.
The system is prefabricated and is to be field installed only, with no field welding.
Storage fixtures will be analyzed utilizing the following formula:
Fp=[0.4*aP*Sos*Ip/RP)*Wp*[1+2(z/h))
EXCEPT WHERE:
Specifications:
Fp shall not be taken as less than 0.3*Sos*Ip*Wp
and Fp is not required to be taken as greater than 1.6*Sos*Ip*Wp
Ss = 1.44
Fa = 1.00
Main Steel - Columns and Base, Fy =, 50,000 psi
Base Connection, Fy = 80,000 psi
All others, Fy = 36,000 psi
Anchor - 3/8" 0 x 2-1/2" min. embed. Powers Wedge -Bolt+ (ICC ESR-2526)
Slab on grade - 5" concrete x 2500 psi
Soil - 1500 psf
The system will be analyzed with respect to the most critical configuration and forces resulting from both
static and seismic forces.
SEIZMIC
INC.
MATERIAL HANDLING ENGINEERING
TEL: (909) 869-0989 / FAX: (909) 869-0981
161 ATLANTIC STREET, POMONA, CA 91768
PROJECT
FOR
SHEET NO.
CALCULATED BY
DATE
BUY BUY BABY #3098
BED BATH & BEYOND
41
TC
7/22/2014
Configurations:
1) UPRIGHT
2) BASE
3) ANCHOR
4) BASE DECK
6) SHELF
7) RAIL
5/16" PEG
BOARD
(CENTER
ON UNIT)
END
TRIM
20 GA.
BASE SIDE
TRIM
22 GA.
BASE FRONT
TRIM
22 GA.
SEIZMIC
INC.
MATERIAL HANDLING ENGINEERING
TEL: (909) 869-0989 / FAX: (909) 869-0981
161 ATLANTIC STREET, POMONA, CA 91768
PROJECT
FOR
SHEET NO.
CALCULATED BY
DATE
BUY BUY BABY #3098
BED BATH & BEYOND
42
TC
7/22/2014
Summary and Elevations - Single Sided Gondola
48'
144
FRONT VIEW
2 1 /2'
181/4"
SIDE VIEW
LL/Shelf = 60 Ib
LL/Top Shelf only = 200 Ib
LL/Panel Loading = 10 psf
48"
FRONT VIEW
SIDE VIEW
Posts HD free. Std Wall
I
Shelf
Panels
Stress (Free) = 0.83
Stress (Wall) = 0.50
OK
r
Stress = 0.43
OK
Stress (Free) = 0.44
Stress (Wall) = 0.32
OK
Overturning
I
Base
Stress (Free) = 0.73
OK
Stress (Free) = 0.72
OK
111
SEIZMIC
INC.
MATERIAL HANDLING ENGINEERING
TEL: (909) 869-0989 / FAX: (909) 869-0981
161 ATLANTIC STREET, POMONA, CA 91768
PROJECT
FOR
SHEET NO.
CALCULATED BY
DATE
BUY BUY BABY #3098
BED BATH & BEYOND
43
TC
7/22/2014
Loads & Seismic Distribution Single Sided (Multiple Shelves)
Analysis based on Section 1613 of the 2012 CBC and Section 13.3 of the ASCE 7-10
SITE CLASS = D
Sim = 0.960
Ip = 1.00
Rp = 2.5
ap = 1
EXCEPT WHERE:
AND
WHERE Ss = 1.44 & Fa = 1
Fp = [0.4*ap*(2/3*Fa*Ss)*Ip/Rp]*Wp = 0.154 Wp
Fp shall not be taken as less than 0.3*(2/3*Fa*Ss)*Ip*Wp = 0.288 Wp
not required to be taken as greater than 1.6*(2/3*Fa*Ss)*Ip*Wp = 1.536 Wp
Fp (GOVERNS) = 0.288 Wp
wPL/base = 300 Ib
wPL/shelf = 60 Ib
wDL/shelf = 10 Ib
# of Levels = 11
Wp = E(0.67*wPL + wDL)
= 753 Ib
Fp = 159 Ib
Level
hx
wx
Fi-trans
Fi-long
Movt-critical
Ground/Base
2
3
4
5
6
7
8
9
10
11
12
6.000 in
18.25 in
30.75 in
43.25 in
55.75 in
68.25 in
80.75 in
93.25 in
105.8 in
118.3 in
130.8 in
144.0 in
0 lb
50 lb
50 Ib
50 Ib
50 Ib
50 Ib
50 lb
50 Ib
50 Ib
50 lb
50 lb
50 lb
0 Ib
14 Ib
14 Ib
14 Ib
14 Ib
14 Ib
14 Ib
14 Ib
14 Ib
14 Ib
14 Ib
14 Ib
0 Ib
14 Ib
14 Ib
14 Ib
14 Ib
14 Ib
14 Ib
14 Ib
14 Ib
14 Ib
14 Ib
14 Ib
0 in-Ib
264 in-Ib
445 in-Ib
625 in-Ib
806 in-Ib
987 in-Ib
1,167 in-Ib
1,348 in-Ib
1,529 in-Ib
1,710 in-Ib
1,890 in-Ib
2,082 in-Ib
552 Ib 159 Ib
159 Ib 12,853 in-Ib
SEIZMIC
INC.
MATERIAL HANDLING ENGINEERING
TEL: (909) 869-0989 / FAX: (909) 869-0981
161 ATLANTIC STREET, POMONA, CA 91768
PROJECT
FOR
SHEET NO.
CALCULATED BY
DATE
BUY BUY BABY #3098
BED BATH & BEYOND
44
TC
7/22/2014
Loads & Seismic Distribution Single Sided (Top & Panel Loading)
Analysis based on Section 1613 of the 2012 CBC and Section 13.3 of the ASCE 7-10
SITE CLASS = D
Sps = 0.960
I p = 1.00
Rp = 2.5
ap = 1
EXCEPT WHERE:
AND
WHERE Sms = Fa*Ss AND Ss = 1.44 & Fa = 1
Fp = [0.4*ap*(2/3*Fa*Ss)*Ip/Rp]*Wp = 0.154 Wp
Fp shall not be taken as less than 0.3*(2/3*Fa*Ss)*Ip*Wp = 0.288 Wp
not required to be taken as greater than 1.6*(2/3*Fa*Ss)*Ip*Wp = 1.536 Wp
Fp (GOVERNS) = 0.288 Wp
Panel Area = 48 ftA2
wPL/panel = 5.0 psf
wDL/panel = 2 psf
wPL/base= 300 Ib
wPL/shelf = 200 Ib
wDL/shelf = 10 Ib
# of Levels = 1
(free standing)
<== Top only
Wp = E(0.67*wPL + wDL)
= 602 Ib
Fp = 115 Ib
Level
hx
wx
Fi-trans
Fi-long
Movt-critical
Ground/Base
2
3
4
5
6
7
8
9
10
11
12
6.000 in
18.25 in
30.75 in
43.25 in
55.75 in
68.25 in
80.75 in
93.25 in
105.8 in
118.3 in
130.8 in
144.0 in
0 Ib
26 Ib
26 Ib
26 Ib
26 Ib
26 Ib
26 Ib
26 Ib
26 Ib
26 Ib
26 Ib
144 Ib
0 Ib
7 Ib
7 Ib
7 lb
7 Ib
7 Ib
7 Ib
7 Ib
7 Ib
7 Ib
7 Ib
41 Ib
0 Ib
7 Ib
7 Ib
7 Ib
7 Ib
7 Ib
7 Ib
7 Ib
7 Ib
7 Ib
7 Ib
41 Ib
0 in-Ib
135 in-Ib
227 in-Ib
320 in-Ib
412 in-Ib
505 in-Ib
597 in-Ib
690 in-Ib
782 in-Ib
875 in-Ib
967 in-Ib
5,972 in-Ib
401 lb 115 I b
115 Ib 11,482 in-Ib
SEIZMIC
INC.
MATERIAL HANDLING ENGINEERING
TEL: (909) 869-0989 / FAX: (909) 869-0981
161 ATLANTIC STREET, POMONA, CA 91768
PROJECT
FOR
SHEET NO.
CALCULATED BY
DATE
BUY BUY BABY #3098
BED BATH & BEYOND
45
TC
7/22/2014
Loads & Seismic Distribution Single Sided (Top & Panel Loading)
Analysis based on Section 1613 of the 2012 CBC and Section 13.3 of the ASCE 7-10
SITE CLASS = D
Sps = 0.960
Ip = 1.00
Rp = 2.5
ap = 1
EXCEPT WHERE:
AND
WHERE Sms = Fa*Ss AND Ss = 1.44 & Fa = 1
Fp = [0.4*ap*(2/3*Fa*Ss)*Ip/Rp]*Wp = 0.154 Wp
Fp shall not be taken as less than 0.3*(2/3*Fa*Ss)*Ip*Wp = 0.288 Wp
not required to be taken as greater than 1.6*(2/3*Fa*Ss)*Ip*Wp = 1.536 Wp
Fp (GOVERNS) = 0.288 Wp
Panel Area = 48 ft^2
wPL/panel = 10.0 psf (wall attached)
wDL/panel = 2 psf
wPL/base= 300 Ib
wPL/shelf = 200 Ib
wDL/shelf = 10 Ib
# of Levels = 1 <== Top only
Wp = E(0.67*wPL + wDL)
= 763 Ib
Fp = 162 Ib
Level
hx
wx
Fi-trans
Fi-long
Movt-critical
Ground/Base
2
3
4
5
6
7
8
9
10
11
12
6.000 in
18.25 in
30.75 in
43.25 in
55.75 in
68.25 in
80.75 in
93.25 in
105.8 in
118.3 in
130.8 in
144.0 in
0 Ib
42 lb
42 lb
42 lb
42 lb
42 lb
42 lb
42 lb
42 lb
42 lb
42 lb
144 Ib
0 Ib
12 Ib
12 Ib
12 Ib
12 Ib
12 Ib
12 Ib
12 Ib
12 Ib
12 Ib
12 Ib
41 Ib
0 Ib
12 Ib
12 Ib
12 Ib
12 Ib
12 Ib
12 Ib
12 Ib
12 Ib
12 Ib
12 Ib
411 b
0 in-Ib
219 in-Ib
370 in-Ib
' 520 in -lb
670 in-Ib
821 in-Ib
971 in-Ib
1,122 in-Ib
1,272 in-Ib
1,422 in-Ib
1,573 in-Ib
5,972 in-Ib
5621b 1621b
162 Ib 14,932 in-Ib
SEIZMIC
INC.
MATERIAL HANDLING ENGINEERING
TEL: (909) 869-0989 / FAX: (909) 869-0981
161 ATLANTIC STREET, POMONA, CA 91768
PROJECT
FOR
SHEET NO.
CALCULATED BY
DATE
BUY BUY BABY #3098
BED BATH & BEYOND
46
TC
7/22/2014
Transverse Analysis
Multiple Shelves Type L (Free Standing)
Ptotal = (1+0.11SDs) * D L + 0.75 * (1+0.14SDs) * P L
= 683 lb
Mstatic = (wPL+wDL)/shelf x Arm length x # of Levels / 2
= 10,165 in -lb
Mseis. = 12,853 in -lb <=== Please see Loads & Distribution Page
Mtotal = Mstatic + 0.7*0.75*Mseis.
= 16,913 in -lb
Top & Panel Loading Type L (Free Standing))
Ptotal = (1+0.11Sos)*DL + 0.75*(1+0.14SDs)*PL
= 181 lb
depth (16" deep + 3" post) = 19.00 in
Width = 48.00 in
Height = 144.0 in
depth (16" deep + 3" post) = 19.00 in
Width = 48.00 in
Height = 144.0 in
Mstatic = (wPL+wDL)/shelf x Arm length x # of Levels / 2 + (wPL+wDL)/panel x 3"
= 5,853 in -lb
Mseis. = 11,482 in -lb <=== Please see Loads & Distribution Page
Mtotal = Mstatic + 0.7*0.75*Mseis.
= 11,881 in -lb
Top & Panel Loading Type L (Wall Attached)
Ptotal =(1+0.11SDs)*DL+0.75*(1+0.14SDs)*PL
= 181 lb
depth (16" deep + 3" post) = 19.00 in
Width = 48.00 in
Height = 144.0 in
Mstatic = (wPL+wDL)/shelf x Arm length x # of Levels / 2 + (wPL+wDL)/panel x 3"
= 6,573 in -lb
Mseis. = 14,932 in -lb <=== Please see Loads & Distribution Page
Mtotal = Mstatic + 0.7*0.75*Mseis.
= 14,412 in -lb
Per Section 1607.13 of the 2009 IBC, "Interior walls and partitions that exceed 6 feet in height, including their finish
materials, shall have adequate strength to resist the loads to which they are subjected to but not less than a
horizontal load of 5 psf.".
Fp-wall = Fp-total / (Width x Height)
= 115 lb / (48 ft^2)
= 2.4 psf < 5 psf, OK
SEIZMIC
INC.
MATERIAL HANDLING ENGINEERING
TEL: (909) 869-0989 / FAX: (909) 869-0981
161 ATLANTIC STREET, POMONA, CA 91768
PROJECT
FOR
SHEET NO.
CALCULATED BY
DATE
BUY BUY BABY #3098
BED BATH & BEYOND
47
TC
7/22/2014
Transverse Column Analysis - Floor anchored
Analyzed per AISI. Section properties are based on net effective sections.
P= 683 Ib
M. 16,913 in-Ib
KxLx/rx = 2.1 x 138 in/1.2042 in
= 240.7 <=== (KI/r)max
KyLy/ry = 1 x 48 in/0.5951 in
= 80.7
ro= (rx^2 + ryA2 + xo^2)"0.5
= 1.343 in
I = 1-(xo/ro)^2
= 1.000
Fe is taken as the smaller of Fel and Fe2:
Fe1= tt^2E/(KL/r)max^2
= 5.03 ksi
aex= rt^2E/(KxLx/rx)^2
= 5.03 ksi
at= 1/Aro^2[GJ+(rt^2ECw)/(KtLt)^2]
= 31.32 ksi
Fe2= 1/(2I) x {(aex+ot)-[(6ex+at)^2-(4 x f3 x 6ex x at)1^0.51
= 5.03 ksi
Fe= 5.03 ksi
Fy/2= 27.50 ksi
Since, Fe < Fy/2
Then, Fn= Fe
= 5.03 ksi
Pn= Aeff x Fn
= 6,395 Ib
Qc= 1.92
Pa= Pn/Oc
= 3,330 Ib
P/Pa= 0.21 > 0.15
Thus, check: P/Pa + (Cmx*Mx)/(Max*µx) <_ 1.0
P/Pao + Mx/Max <_ 1.0
Pno= Ae x Fy
= 69,960 Ib
Pao= Pno/Qc
= 36,438 Ib
Me= Cb x ro x Aeff x (aey x ot)^0.5
= 64 in -kip
My= Sx x Fy
= 64,922 in-Ib
Mc= My[1-My/(4Me)]
= 48,449 in-Ib
Max=Maxo= Mc/Of
= 29,011 in-Ib
µx= {1/[1-(Qc*P/Pcr)]}^-1
= 0.79
Thus,
SECTION PROPERTIES
A= 1.313 in
B= 3.125 in
C= 0.000 in
t = 0.063 in
t = 0.152 in
Aeff = 1.272 in^2
Ix = 1.844 in^4
Sx = 1.180 in^3
rx = 1.204 in
ly = 0.450 in"4
Sy = 0.463 in"3
ry = 0.595 in
J = 0.006 in^4
Cw = 0.014 in"6
xo = 0.000 in
Kx = 2.1
Lx = 138.00 in
Ky = 1.0
Ly = 48.00 in
Kt = 1.0
Lt = 48.00 in
Fy= 55 ksi
G= 11,300
E= 29,500 ksi
Cmx= 0.85
Cb= 1.0
Of= 1.67
(683 lb/3330 Ib) + (0.85 x 16913 in-lb)/(29011 in-Ib x 0.79) = 0.83 <1.0, OK
(683 lb/36438 Ib) + (16913 in-lb/29011 in-Ib) = 0.60 <1.0, OK
SEIZMIC
INC.
MATERIAL HANDLING ENGINEERING
TEL: (909) 869-0989 / FAX: (909) 869-0981
161 ATLANTIC STREET, POMONA, CA 91768
PROJECT
FOR
SHEET NO.
CALCULATED BY
DATE
BUY BUY BABY #3098
BED BATH & BEYOND
48
TC
7/22/2014
Transverse Column Analysis - Wall attached
Analyzed per AISI. Section properties are based on net effective sections.
P= 181 Ib
M= 14,412 in -lb
KxLx/rx = 1 x 138 in/1.2042 in
= 114.6 <=== (KI/r)max
KyLy/ry = 1 x 48 in/0.5951 in
= 80.7
ro= (rx^2 + ry^2 + xo^2)^0.5
= 1.343 in
f3= 1-(xo/ro)^2
= 1.000
Fe is taken as the smaller of Fel and Fe2:
Fe1= Tt^2E/(KL/r)max^2
= 22.17 ksi
hex= rt^2E/(KxLx/rx)^2
= 22.17 ksi
at= 1/Aro^2[GJ+(tt^2ECw)/(KtLt)^2]
= 31.32 ksi
Fe2= 1/(2B) x {(aex+at)-[(aex+at)^2-(4 x (3 x aex x at)]^0.5}
= 22.17 ksi
Fe= 22.17 ksi
Fy/2= 27.50 ksi
Since, Fe < Fy/2
Then, Fn= Fe
= 22.17 ksi
Pn= Aeff x Fn
= 28,200 Ib
Qc= 1.92
Pa= Pn/Qc
= 14,687 Ib
P/Pa= 0.01 < 0.15
Thus, check: P/Pa + Mx/Max <_ 1.0
Pno= Ae x Fy
= 69,960 Ib
Pao= Pno/Qc
= 36,438 Ib
Me= Cb x ro x Aeff x (aey x at)^0.5
= 64 in -kip
My= Sx x Fy
= 64,922 in -lb
Mc= My[1-My/(4Me)]
= 48,449 in -lb
Max=Maxo= Mc/Of
= 29,011 in -lb
µx= {1/[1-(C2c*P/Pcr)]}^-1
= 0.99
IS
SECTION PROPERTIES
A= 1.313 in
B= 3.125 in
C= 0.000 in
t=0.063in
t = 0.152 in
Aeff = 1.272 in^2
Ix = 1.844104
Sx = 1.180 in^3
rx = 1.204 in
ly = 0.450 in^4
Sy = 0.463 in^3
Ty = 0.595 in
J = 0.006 inA4
Cw = 0.014 in^6
xo = 0.000 in
Kx = 1.0
Lx = 138.00 in
Ky = 1.0
Ly = 48.00 in
Kt = 1.0
Lt = 48.00 in
Fy= 55 ksi
G= 11,300
E= 29,500 ksi
Cmx= 0.85
Cb= 1.0
Of= 1.67
Thus, (181 lb/14687 lb) + (14412 in-Ib/29011 in -lb) = 0.50 <1.0, OK
r SEIZMIC
INC.
MATERIAL HANDLING ENGINEERING
TEL: (909) 869-0989 / FAX: (909) 869-0981
161 ATLANTIC STREET, POMONA, CA 91768
PROJECT
FOR
SHEET NO.
CALCULATED BY
DATE
BUY BUY BABY #3098
BED BATH & BEYOND
49
TC
7/22/2014
Arm Check
Arm Analysis:
Mmax = (wPL+wDL)/shelf x Arm Length / 2
= 210 Ib x 16 in/2
= 1,680 in -lb
fb = Mmax/Sx
= 1680 in -lb / 0.705 inA3
= 2,383 psi
Fb = 0.6 x Fy
= 21,600 psi
fb / Fb = 0.11 < 1.0 Therefore Ok
Arm Bracket Analysis:
Mmax = 1,680 in -lb
Tcap = 0.6 x Fy x Area
= 0.6 x 36000 psi x 0.09 inA2
= 1,9441b
Mcap= Txd
= 19441bx2in
= 3,888 in -lb
Mmax/Mcap = 0.43 < 1.0 Therefore Ok
�, GA.
Arm Length = 16.00 in
Sx = 0.705 in^3
A = 0.090 in^2
d = 2.00 in
Fy = 36,000 psi
•
SEIZMIC
INC.
MATERIAL HANDLING ENGINEERING
TEL: (909) 869-0989 / FAX: (909) 869-0981
161 ATLANTIC STREET, POMONA, CA 91768
PROJECT
FOR
SHEET NO.
CALCULATED BY
DATE
BUY BUY BABY #3098
BED BATH & BEYOND
50
TC
7/22/2014
Base Analysis
Base Check:
Mmax = 16,913 in-Ib
fb = Mmax / Sx
= 16913 in-Ib / 0.78 in^3
= 21,683 psi
Fb = 0.6 x Fy
= 30,000 psi
fb / Fb = 0.72 < 1.0 Therefore Ok
Base Connection Check:
Top to Bottom
Mmax x 12o = 16913 in-Ib x 2
= 33,825 in-Ib
Tcap-top = 0.6 x Fy x Thickness x Min. Width
= 0.6 x 80000 x 0.121 in x 0.376 in
= 2,184 Ib
5.93"
1.35"
Mcap = [P1 x L1 + P2 x L2 + P3 x L3] x 2 sides
= P1 x [L1 + (L2^2 + L3^2)/L1] x 2 sides
= 2184 Ib x [3.548 + (2.605^2 + 1.1091'2)/3.548] in x 2 sides
= 25,364 in-Ib
Bottom to Top
Mmax xS2o= 16913 in-Ib x 2
= 33,825 in-Ib
Tcap-bottom = 0.6 x Fy x Thickness x Min. Width
= 0.6 x 80000 x 0.121 in x 1.718 in
= 9,978 Ib
Mcap = [P1 x L1 + P2 x L2 + P3 x L3] x 2 sides
= P1 x [L1 + (L2^2 + L3^2)/L1] x 2 sides
.594"
.282"
.727"
.273"
1.968"
r
El
I
= 9978 Ib x [2.709 + (1.241'2 + 0.2971'2)/2.709] in x 2 sides
= 66,038 in-Ib
Mcap-eff. x 2 = 50,728 in-Ib <=== NOTE: THERE ARE (2) BASES
Mmax/Mcap =
0.67 < 1.0 Therefore Ok
Sx = 0.780 in^3
Fy = 50,000 psi
S2o = 2.0
Material Thickness = 0.121 in
Top Width = 0.376 in
L-top = 3.548 in
L-middle = 2.605 in
Lbottom = 1.109 in
Fy = 80,000 psi
.797"
.376"
.529"
1.718"
S2o = 2.0
Material Thickness = 0.121 in
Bottom Width = 1.718 in
L-top = 2.709 in
L-middle = 1.240 in
Lbottom = 0.297 in
Fy = 80,000 psi
r
SEIZMIC
INC.
MATERIAL HANDLING ENGINEERING
TEL: (909) 869-0989 / FAX: (909) 869-0981
161 ATLANTIC STREET, POMONA, CA 91768
PROJECT
FOR
SHEET NO.
CALCULATED BY
DATE
BUY BUY BABY #3098
BED BATH & BEYOND
51
TC
7/22/2014
Overturning Analysis
Freestanding Units:
Fully Loaded Conditions:
4
,- l
4
4
4
1 4
4-
4 4
4
4
4 4
Mstatic - Mseismic
[Mstatic - Mseismicydepth
Puplift = [(0.7*Mseismic - 0.6*Mstatic) / danchor] x # of occurrence
= [(0.7*11482 - 0.6*5853) in-Ib / 20 in] x 1
= 229 Ib
Interaction Eqn:
Allowable Tension = 370 Ib
Allowable Shear = 540 Ib
# of Anchors/base = 1
danchor (16" base + 3" post) = 19.8 in
# of Occurrence = 1
[229 Ib/ 370 Ib] + [58 Ib/ 540 Ib] = 0.73 < 1.2 Therefore Ok
Wall Attached Units:
The wall units will be attached to 2" x 6" wood board furring strips running at about the 6" elevation and 138" elevation.
The strips will be attached to the wall and the fixtures will be attached to the strips.
Fp,max/2 = 81 Ib
For concrete wall: Use 3/8"0 x 2-1/2" min. embed. LDT screw anchor @ 24" o/c
For steel wall studs: Use #8 Teks Screws
For wood wall studs: Use 1/4" 0 Lag Screws
SEIZMIC
INC.
MATERIAL HANDLING ENGINEERING
TEL: (909) 869-0989 / FAX: (909) 869-0981
161 ATLANTIC STREET, POMONA, CA 91768
PROJECT
FOR
SHEET NO.
CALCULATED BY
DATE
BUY BUY BABY #3098
BED BATH & BEYOND
52
TC
7/22/2014
Light Duty Storage Racks
Project Scope:
The purpose of this analysis is to show that the following light duty storage fixtures complies with the specifications
set forth in Section 1613 of the 2012 IBC and Section 15.5.3 of ASCE 7-10.
The storage racks are prefabricated and are to be field installed only without any field welding.
Project Parameters:
The system will be analyzed for seismic loading utilizing the following equation:
Seismic Factors:
Project Specifications:
Configurations:
V = Cs x W
Cs=Spsxl/R
Sps = 2/3 x Fa x Ss
1 = 1.5
R= 4
Fa = 1.00
Ss = 1.44
Steel - Shaped steel & Rods, ASTM A570 Grade 55, Fy = 55,000 psi
All others, ASTM A36, Grade 36, Fy = 36,000 psi
Bolts - ASTM A307 unless otherwise noted
Anchors - 3/8" 0 x 2-1/8" min. embed. Powers Wedge Bolts(ICC ESR-2526)
Slab - 5" x 2,500 PSI
Soil - 1,500 PSF
Type X2
Type X3
144"H x 72"W x 38"D
144"H x 96"W x 38"D
<=== critical config. to be analyzed
SEIZMIC
INC.
MATERIAL HANDLING ENGINEERING
TEL: (909) 869-0989 / FAX: (909) 869-0981
161 ATLANTIC STREET, POMONA, CA 91768
PROJECT
FOR
SHEET NO.
CALCULATED BY
DATE
BUY BUY BABY #3098
BED BATH & BEYOND
53
TC
7/22/2014
Loads & Distribution:
Seismic Shear:
Fa = 1.00
Ss = 1.44
Sps = 2/3*Fa*Ss
= 0.96
I = 1.5
R = 4
Cs=Sps*I/R
= 0.360
# of Shelf level = 5
Shelf PL = 150 LB/Level
Shelf DL = 20 LB/Level
Total wPL = 750 LB
Total wDL = 100 LB
<__= ASSUMED SITE CLASS D
<=== IN AREA OPEN TO THE PUBLIC
Ws = E(0.67*wPL+wDL)
= 603 LB
Vtotal = Cs*Ws
= 0.36 x 603 LB
= 217 LB
Depth = 38.0 IN
Vtop = Cs*Ws,top
= 0.36 x 250 LB
= 90 LB
Level
W
hx
wx hx
Fi
Movt
1
2
3
4
5
170 LB
170 LB
170 LB
170 LB
170 LB
6.0 I N
29.0 IN
52.0 IN
98.0 IN
144.0 IN
1,020 IN -LB
4,930 IN -LB
8,840 IN -LB
16,660 IN -LB
24,480 IN -LB
4.0 LB
19.1 LB
34.3 LB
64.7 LB
95.0 LB
24 IN -LB
555 IN -LB
1,784 IN -LB
6,337 IN -LB
13,682 IN -LB
850 LB 55,930 IN -LB
217 LB 22,382 IN -LB
SEIZMIC 1
INC.
MATERIAL HANDLING ENGINEERING
TEL: (909) 869-0989 / FAX: (909) 869-0981
161 ATLANTIC STREET, POMONA, CA 91768
PROJECT
FOR
SHEET NO.
CALCULATED BY
DATE
BUY BUY BABY #3098
BED BATH & BEYOND
54
TC
7/22/2014
Transverse Front Column Analysis:
Analyzed per AISI. Section properties are based on net effective sections.
Pcol=(1+0.11SD5)DL+0.75*(1+0.14SD5)PL+0.75*0.7*EL
= 684 LB
KxLx/rx = 1*144 IN/0.718 IN
= 200.6
KyLy/ry = 1*144 IN/0.647 IN
= 222.6
(KL/r)max = 222.6
ro= (rx"2 + ry^2 + xo^2)^0.5
= 1.938 IN
8= 1-(xo/ro)^2
= 0.249
Fe IS TAKEN AS THE SMALLER OF Fel AND Fe2:
Fe1= n^2E/(KL/r)max^2
= 5.9 KSI
SECTION PROPERTIES
hex= n^2E/(KxLx/rx)^2 A = 1.750 IN
= 7.2 KSI B = 1.750 IN
at= 1/Aro^2[GJ+(n^2ECw)/(KtLt)^2] C = 0.500 IN
= 7.03 KSI t = 0.075 IN
Fe2= 1/(2R)*{(aex+at)-[(aex+at)^2-(4*@*aex*o-t)]^0.5} Aeff = 0.435 IN^2
= 3.8 KSI Ix = 0.224 IN^4
Sx = 0.256 IN^3
Fe= 3.8 KSI rx = 0.718 IN
Fy/2= 27.5 KSI ly = 0.182 IN"4
SINCE, Fe < Fy/2 Sy = 0.185 IN"3
THEN, Fn= Fe ry = 0.647 IN
= 3.8 KSI J = 0.001 INA4
Cw = 0.174 INA6
Pn= Aeff*Fn xo = -1.680 IN
= 1,662 LB Kx = 1.0
Lx = 144.00 IN
Oc= 1.92 Ky = 1.00
Ly = 144.00 IN
Kt = 1.00
Pa= Pn/Qc Lt = 144.00 IN
= 865 LB Fy = 55 KSI
Pcol/Pa= 0.79 < 1.0, OK G = 11,300
E = 29,500 KSI
1 SEIZMIC
INC.
MATERIAL HANDLING ENGINEERING
TEL: (909) 869-0989 / FAX: (909) 869-0981
161 ATLANTIC STREET, POMONA, CA 91768
PROJECT
FOR
SHEET NO.
CALCULATED BY
DATE
BUY BUY BABY #3098
BED BATH & BEYOND
55
TC
7/22/2014
Transverse Rear Column Analysis:
Analyzed per AISI. Section properties are based on net effective sections.
P=(1+0.11Sps)DL+0.75*(1+0.14Sps)PL
749 LB
M= 0.75*0.7*Movt
= 11,750 IN -LB
KxLx/rx = 1 x 144 IN/0.989 IN
= 145.6 <=== (KI/r)max
KyLy/ry = 1 x 46 IN/0.587 IN
= 78.4 2 5/8"
ro= (rx^2 + ry^2 + xo^2)^0.5
= 1.150 IN
13= 1-(xo/ro)^2
= 1.000
Fe is taken as the smaller of Fel and Fe2:
Fe1= n^2E/(KL/r)max^2
= 13.73 ksi
aex= n^2E/(KxLx/rx)^2
= 13.73 ksi
at= 1/Aro^2[GJ+(n^2ECw)/(KtLt)^2]
= 44.49 ksi
Fe2= 1/(26) x {(aex+at)-[(aex+at)^2-(4 x I3 x aex x at)]^0.5}
= 13.7 KSI
Fe= 13.7 KSI
Fy/2= 27.5 KSI
Since, Fe < Fy/2
Then, Fn= Fe Aeff = 1.202 INA2
= 13.7 KSI Ix = 1.175 IN^4
Pn= Aeff x Fn Sx = 0.905 IN^3
= 16,504 LB rx = 0.989 IN
Oc= 1.92 ly = 0.414 INA4
Sy = 0.427 IN^3
Pa= Pn/Qc ry = 0.587 IN
= 8,596 LB J = 0.006 IN^4
P/Pa= 0.09 < 0.15 Cw = 0.012IN^6
Thus, check: P/Pa + Mx/Max < 1.0 xo = 0.000 IN
Kx = 1.0
Pno= Ae x Fy Lx = 144.00 IN
= 66,094 LB Ky = 1.00
Pao= Pno/Qc Ly = 46.00 IN
= 34,424 LB Kt = 1.00
Me= Cb x ro x Aeff x (aey x at)^0.5 Lt = 46.00 IN
= 63 IN-K Fy= 55 KSI
My= Sx x Fy G= 11,300
= 49,775 IN -LB E= 29,500 KSI
Mc= My[1-My/(4Me)] Cmx= 0.85
= 40,017 IN -LB Cb= 1.0
Max=Maxo= Mc/Of Of= 1.67
= 23,962 IN -LB
µx= {1/[1-(Qc*P/Pcr)]}^-1
= 0.91
Thus, (749 LB/8596 LB) + (11750 IN-LB/23962 IN -LB) = 0.51 <1.0, OK
_____________
SECTION PROPERTIES
1.4
SEIZMIC
INC.
MATERIAL HANDLING ENGINEERING
TEL: (909) 869-0989 / FAX: (909) 869-0981
161 ATLANTIC STREET, POMONA, CA 91768
PROJECT
FOR
SHEET NO.
CALCULATED BY
DATE
BUY BUY BABY #3098
BED BATH & BEYOND
56
TC
7/22/2014
Overturning Analysis
Fully loaded:
Movt = 22,382 IN -LB
MDL= 100LBx38IN/2
= 1,900 IN -LB
MpLapp = 0.67*750 LB x 38 IN / 2
= 9,548 IN -LB
Vcol = 0.7*Vtotal/2
= 76 LB
d = 38.0 IN
Allowable Tension = 370 LB
Allowable Shear = 540 LB
# of Anchors/Plate = 1
Puplift = [0.75 x 0.7 x Movt - (0.6-0.11Sps) x MDL - 0.75 x (0.6-0.14SDs) X MpLapp] / d
= [0.75*0.7*22382 - (0.6-0.11*0.96)*1900 - 0.75*(0.6-0.14*0.96)*9548] IN -LB / 38 IN
= 197 LB <=== UPLIFT
Interaction Equation
[197 LB/ 370 LB] + [76 LB/ 540 LB] = 0.67 < 1.2 Therefore OK
Top shelf loaded only:
Vtop = 90 LB
Level hx wx wx hx Fi Movt.
1 6.00 IN 20 LB 120 IN -LB 0 LB 2 IN -LB
2 29.00 IN 20 LB 580 IN -LB 2 LB 54 IN -LB
3 52.00 IN 20 LB 1,040 IN -LB 3 LB 173 IN -LB
4 98.00 IN 20 LB 1,960 IN -LB 6 LB 613 IN -LB
5 144.00 IN 170 LB 24,480 IN -LB 78 LB 11,258 IN -LB
Movt = 12,101 IN -LB
Mpg = 1,900 IN -LB
MpLapp = 150 LB x 38 IN / 2
= 2,850 IN -LB
Vcol = 0.7*Vtop/2
= 32 LB
Total I 28,180 IN -LB
90 LB 12,101 IN -LB
d = 38.01N
Allowable Tension = 370 LB
Allowable Shear = 540 LB
# of Anchors/Plate = 1
Puplift = [0.75 x 0.7 x Movt - (0.6-0.11SDs) x MDL - 0.75 x (0.6-0.14SDs) X MpLapp] / d
= [0.75*0.7*12101 - (0.6-0.11*0.96)*1900 - 0.75*(0.6-0.14*0.96)*2850] IN -LB / 38 IN
= 116 LB <=== UPLIFT
INTERACTION EQN.
[116 LB/ 370 LB] + [32 LB/ 540 LB] =
0.37 < 1.2 Therefore OK
City of Tukwila
Department of Community Development
December 5, 2014
Keri Putnam
161 Atlantic Street
Panoma, CA 91722
RE: Application No. D14-0248
Buy Buy Baby
17686 Southcenter Pkwy
Dear Keri Putnam:
Jim Haggerton, Mayor
Jack Pace, Director
Permit application D14-0248 for the work proposed at Buy Buy Baby (17686 Southcenter Pkwy) has not been issued by the City of
Tukwila Permit Center. Per the International Building, Residential, and Mechanical Codes as well as the Uniform Plumbing Code
and/or the National Electric Code, every permit application not issued within 180 days from the date of application shall expire and
become null and void. Currently your application has a status of Approved and is due to expire 01/31/2015.
If you still plan to pursue your project, you are hereby advised to do one of the following:
1) If the plan review is completed for the project and your application is approved, you may pick up the application before
the date of expiration. At the time of permit issuance the expiration date will automatically be extended 180 days.
-or-
2) If the plan review is not completed submit a written request for application extension (7) seven days in advance of the
expiration date. Address your extension request to the Building Official and state your reason(s) for the need to extend your
application.
The Building Code does allow the Building Official to approve one extension of up to 90 days. If it is determined that your extension
request is granted, you will be notified by mail.
In the event that your permit is not issued, we do not receive your written request for extension, or your request is denied your permit
application will expire and your project will require a new permit application, plans and specifications, and associated fees.
Thank you for your cooperation in this matter.
Sincerely,
er Marshall
t Technician
File No: D14-0248
6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665
City of Tukwila
Department of Community Development
August 25, 2014
KERI PUTNAM
161 ATLANTIC ST
POMONA, CA 91722
RE: Correction Letter # 1
DEVELOPMENT Permit Application Number D14-0248
BUY BUY BABY - 17686 SOUTHCENTER PKWY
Dear KERI PUTNAM,
Jim Haggerton, Mayor
Jack Pace, Director
This letter is to inform you of corrections that must be addressed before your development permit can be approved. All
correction requests from each department must be addressed at the same time and reflected on your drawings. I have
enclosed comments from the following departments:
FIRE DEPARTMENT: Al Metzler at 206-971-8718 if you have questions regarding these comments.
• It is assumed that the existing fire sprinkler density for the space is .20/1500 as this is the minimum required
density for mercantile occupancies. NFPA 13, Table 13.2.1 shows the maximum storage height allowed for class 4
commodities under the existing density would be 10 ft. The racking shown is 12 ft. high. Storage over 10 ft. high
would require a minimum sprinlder density of .30/2500. Storage height over 12 ft. would no longer be considered
miscellaneous storage and require and even substantially higher sprinkler density. Please address this issue and
state exactly what the maximum storage height will be.
Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other
documentation. The City requires that four (4) sets of revised plan pages, specifications and/or other documentation be
resubmitted with the appropriate revision block.
In order to better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have
enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail
or by a messenger service.
If you have any questions, I can be reached at 206-433-7165.
Sincerely,
Jennifer Marshall
\Permit Technician
FileNo. D14-0248
6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665
PM1T COOR COPY
PLAN REVIEW/ROUTING SLIP
PERMIT NUMBER: D14-0248 DATE: 09/16/2014
PROJECT NAME: BUY BUY BABY
SITE ADDRESS: 17686 SOUTHCENTER PKWY
Original Plan Submittal
X Response to Correction Letter # 1
Revision # before Permit Issued
Revision # after Permit Issued
DEPARTMENTS:
Building Division ❑
Public Works n
G10`01[419
ire Prevention 4'
Structural
Planning Division
Permit Coordinator
PRELIMINARY REVIEW:
Not Applicable ❑
(no approval/review required)
DATE: 09/23/14
Structural Review Required
REVIEWER'S INITIALS: DATE:
APPROVALS OR CORRECTIONS: DUE DATE: 10/21/14
Approved
Corrections Required
Approved with Conditions
Denied
(corrections entered in Reviews) (ie: Zoning Issues)
Notation:
c4)cAaiy trkk
REVIEWER'S INITIALS:
DATE:
Permit Center Use Only
CORRECTION LETTER MAILED:
Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials:
12/18/2013
PERMIT COORD COPY
PLAN REVIEW/ROUTING SLIP
PERMIT NUMBER: D14-0248
DATE: 07/31/14
PROJECT NAME: BUY BUY BABY
SITE ADDRESS: 17686 SOUTHCENTER PKWY
X Original Plan Submittal
Response to Correction Letter #
Revision #
Revision #
before Permit Issued
after Permit Issued
DEPARTMENTS:
Bing Division
Public Works
n
Fire Prevention
Structural
Planning Division
Permit Coordinator
1
PRELIMINARY REVIEW:
Not Applicable ❑
(no approval/review required)
REVIEWER'S INITIALS:
DATE: 08/05/14
Structural Review Required
DATE:
APPROVALS OR CORRECTIONS:
Approved
Corrections Required
(corrections entered in Reviews)
Notation: &-004.4,3
Approved with Conditions
Denied
(ie: Zoning Issues)
DUE DATE: 09/02/14
REVIEWER'S INITIALS:
DATE:
Permit Center Use Only
CORRECTION LETTER MAILED:
Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials:
12/18/2013
City of Tukwila
Department of Community Development
6300 Southcenter Boulevard, Suite #100
Tukwila, Washington 98188
Phone: 206-431-3670
Web site: http://www.TukwilaWA.gov
Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through
the mail, fax, etc.
Date:
Plan CheckfPermit Number: D14-0248
❑ Response to Incomplete Letter #
® Response to Correction Letter # 1
❑ Revision # after Permit is Issued
❑ Revision requested by a City Building Inspector or Plans Examiner
Project Name: Buy Buy Baby
Project Address: 17686 Southcenter
� �P�kwy
Contact Person: 9.A N / C Y \ A Phone Number:
Summary of Revision:
buy buy Baby stores Class I - IV commodities and limited Group A plastics on back to back
solid shelves up a maximum storage height of 16'-6". The store is protected with a fire
sprinkler system with a design density of 0.70 / 2, 500 gpm/sq ft throughout the sales and
QIx'vr
litinnu
SEP 16 2014
PERMIT CENTER
pre -sales areas. The fire sprinkler and high piled storage drawings have been included in
the re -submittal.
SheetNumber(s): HPS1.0, FPD1.0, FPD1.1, FP1.0, FP1.1, FP1.2, FP1.3
"Cloud" or highlight all areas of revision including date of revision
Received at the City of Tukwila Permit Center by:
Entered in TRAKiT on
C:\Users\jennifer-m\Desktop\Revision Submittal Form.doc
Revised: May 2011
COAST TO COAST FIXTURING hrr,
Page 1 of 2
Washington State Department of
Labor & industries
COAST TO COAST FIXTURING INC
Owner or tradesperson
WRIGHT, DARREN BRIAN
Principals
WRIGHT, DARREN BRIAN, PRESIDENT
PIERCE, CHARLES HANSEL, SECRETARY
(End: 01/21/2015)
WA UBI No.
602 543 828
1229 CORONET DRIVE
DALTON, GA30720
706-259-4014
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
INST EQUIP/STAT FURN/LAB T/LO
License no.
COASTCF955OT
Effective — expiration
11/10/2005— 01/21/2017
Bond
HARTFORD FIRE INS
Bond account no.
22BSBDR5959
$6,000.00
Received by L&I Effective date
11/10/2005 10/12/2005
Cancelation date
03/10/2015
Insurance
Liberty Mutual Ins Co $1,000,000.00
Policy no.
BK856379294
Received by L&I Effective date
01/21/2015 01 /01 /2015
Expiration date
01/01/2016
Insurance history
https://secure.lni.wa.gov/verify/Detail.aspx?UBI=602543828&LIC=COASTCF955OT&SAW= 01/23/2015