HomeMy WebLinkAbout1905 CALLE BARCELONA; 120; CB110441; Permit04-21-2011
City of Carlsbad
1635 Faraday Av Carlsbad, CA 92008
Commercial/Industrial Permit Permit No: CB110441
Building Inspection Request Line (760) 602-2725
Job Address:
Permit Type:
Parcel No:
Valuation:
Occupancy Group:
Project Title:
1905 CALLE BARCELONA CBAD St: 120
Tl Sub Type:
2550120400 Lot#:
$10,000.00 Construction Type:
Reference #:
URBAN OUTFITTERS-INSTALL NEW
STORAGE RACKS
COMM
0
NEW
Applicant:
BOGART CONSTRUCTION INC
9980 IRVINE CENTER DR 92618
949453-1400
Status: ISSUED
Applied: 03/01/2011
Entered By: RMA
Plan Approved: 04/21/2011
Issued: 04/21/2011
Inspect Area:
Plan Check#:
Owner:
FOURTH QUARTER PROPERTIES XXX L L C
C/0 THOMAS TROPEA
45 ANSLEY DR
NEWNAN GA 30263
Building Permit
Add'l Building Permit Fee
Plan Check
Add'l Plan Check Fee
Plan Check Discount
Strong Motion Fee
Park Fee
LFM Fee
Bridge Fee
BTD#2Fee
BTD #3 Fee ;
Renewal Fee
Add'l Renewal Fee
Other Building Fee
Pot. Water Con. Fee
Meter Size
Add'l Pot. Water Con. Fee
Reel. Water Con. Fee
Green Bldg Stands (SB1473) Fee
Fire Expedited Plan Review
$117.81 Meter Size
$0.00 Add'l Reel. Water Con. Fee
$76.58 Meter Fee
$0.00 SDCWA Fee
$0.00 CFD Payoff Fee
$2.10 PFF (3105540)
$0.00 PFF (4305540)
$0.00 License Tax (3104193)
$0.00 License Tax (4304193)
$0.00 Traffic Impact Fee (3105541)
$0.00 Traffic Impact Fee (4305541)$0,00 PLUMBING TOTAL$0.00 ELECTRICAL TOTAL$0.00 MECHANICAL TOTAL
$0.00 Master Drainage Fee
Sewer Fee
$0.00 Redev Parking Fee
$0.00 Additional Fees
$1.00 HMPFee
$340.00
TOTAL PERMIT FEES
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$537.49
Total Fees:$537.49 Total Payments To Date:$537.49 Balance Due:$0.00
Inspector:
FINAL APPROVAL
Date:Clearance:
NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively
referred to as "fees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must
follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for
processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack,
review, set aside, void, or annul their imposition.
You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity
changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any
fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired.
CITY OF
CARLSBAD
Building Permit! Application
1635 Faraday Ave., Carlsbad, CA 92008
760-602-2717/2718/2719
Fax 760-602-8558
www.carlsbadca.gov
Plan Check No.
Est. Value //j?,
Plan Ck. DepositDateJA /
DESCRIPTION OF WORK: Include Square Feet of Affected Area(s)
CONTACT NAME (If Different Fom Applicant)
(Sec. 7031.5 Business and Professions Code
applicant for such permit to file a sirBusiness and Professions Code) or . .civil penalty of not more than five hundred dollars {$500}).
Workers' Compensation Declaration: thereby affirm under penalty of peijury one of the following declarations:
\ 11 have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued.
| 11 have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy
number are: Insurance ^^i/^^ff^f^^if'r ftV$ Policy No. 7^Q<£> 4*J3£/Q 1 Expiration Date •' -f±/:—/f""''^-
This section need not be completed if the permit is for one hundred dollars ($100) or less.
I | Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of
California, WARNING: Failure to secure workers; compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (&100.000), in
addition to the cost of compensation, damages/re provCTdJor in SejJj^B 3706 of the Labor code, interest and attorney's fees.
JSS CONTRACTOR SIGNATUR
/ hereby affirm that I am exempt from Contractor's License Law for the following reason:
| | I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's
License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for
sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale).
| | |, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of
property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law).
| | I am exempt under Section : Business and Professions Code for this reason:
1.1 personally plan to provide the major labor and materials for construction of the proposed property improvement. I |Yes I iNo
2.1 (have / have not) signed an application for a building permit for the proposed work.
3.1 have contracted with the following person (firm) to provide the proposed construction (include name address / phone / contractors' license number):
4.1 plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone / contractors' license number):
5.1 will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone / type of work):
^PROPERTY OWNER SIGNATURE IAGENT DATE
Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505,25533 or 25534 of the
Presley-Tanner Hazardous Substance Account Act? I I Yes I iNo
Is the applicant or future building occupant required to obtain a permit from the air pollution control district or airguality management district? I lYes I I No
Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? I JYes llNo
IF ANY OF THE ANSWERS ARE YES, I
EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT.
I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code).
Lender's Name Lender's Address
I certify that I have read theapplication and state that the above information is correct and that the information on the plans Is accurate, lagreetocomply with all City ondinancesand State laws relating to building construction.
I hereby authorize representative of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD
OSHA: An OSHA permit is required for excavations over 5'0' deep and demolition or construction of structures over 3 stories in height.
EXPIRATION: Every permit issued by the Building Official under the provisions of this Code shall expire by limitation and become null ai
180 days from the date of such permit or if the buildingyworkauthorized bysycb permit is suspended or abandoned at any time after the work is commenced for a period of 180 days (Section 106.4.4 Uniform Building Code).
_
.^APPLICANT'S SIGNATURE 0Mf /"9 DATE
City of Carlsbad Bldg Inspection Request
For: 05/24/2011
Permit* CB110441 Inspector Assignment:
Title: URBAN OUTFITTERS-INSTALL NEW
Description: STORAGE RACKS
Type:TI Sub Type: COMM
Phone: 9492796632
Job Address: 1905 CALLE BARCELONA
Suite: 120 Lot: 0
Location: Inspector:
OWNER FOURTH QUARTER PROPERTIES XXX L L C
Owner:
Remarks:
Total Time: Requested By: JOHN
Entered By: CHRISTINE
CD Description Act Comments
14 Frame/Steel/Bolting/Welding
19 Final Structural
Comments/Notices/Holds
(Notice A fire department permit for High-piled storage is required
Associated PCRs/CVs/SWPPPs Original PC#
PCR03133 ISSUED BORDERS REV WALL CONST. TYPE; NON BEARING
PCR03183 ISSUED ULTA/BORDERS-EXTEND EXISTING; DUCTS FROM BORDERS TO ULTA
SW100556 ISSUED URBAN OUTFITTERS-RETAIL TI;
Inspection History
Date Description Act Insp Comments
Special Inspectkm
Inspection Report
Pug/K V of \ Depart ft:.
'Re*
* *>OBwi:
onr HATCTMU.
HSLBdb
OOw:
OBwr
Other
H&l
done PS
OradPSI
UntePSI
EtoctWfee
FwBpKnf
ConstftWic
Ai reported work, ixdess
oode& IMS report
EsGil Corporation
In Partner ship with government for (Building Safety
DATE: 4/20/2011 a AEELJCANT
JURISDICTION: City of Carlsbad a PUffifREVlEWER
a FILE
PLAN CHECK NO.: 110441 SET: II
PROJECT ADDRESS: 1905 Calle Barcelona
PROJECT NAME: Storage Racks for Urban Outfitter
The plans transmitted herewith have been corrected where necessary and substantially comply
with the jurisdiction's codes.
The plans transmitted herewith will substantially comply with the jurisdiction's building codes
when minor deficiencies identified below are resolved and checked by building department staff.
The plans transmitted herewith have significant deficiencies identified on the enclosed check list
and should be corrected and resubmitted for a complete recheck.
The check list transmitted herewith is for your information. The plans are being held at Esgil
Corporation until corrected plans are submitted for recheck.
The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant
contact person.
The applicant's copy of the check list has been sent to:
X] Esgil Corporation staff did not advise the applicant that the plan check has been completed.
Esgil Corporation staff did advise the applicant that the plan check has been completed.
Person contacted: Telephone #:
Date contacted: (by: ) Email: Fax #:
Mail Telephone Fax In Person
XI REMARKS: Fire Department approval is required.
By: David Yao Enclosures:
EsGil Corporation
D GA D EJ D PC 4/14
9320 Chesapeake Drive, Suite 208 4 San Diego, California 92123 + (858)560-1468 ^ Fax (858) 560-1576
EsGil Corporation
In Partnership with government for (Building Safety
DATE: 3/11/2O11
JURISDICTION: City of Carlsbad a PLAN REVIEWER
a FILE
PLAN CHECK NO.: 110441 SET: I
PROJECT ADDRESS: 1905 Calle Barcelona
PROJECT NAME: Storage Racks for Urban Outfitter
The plans transmitted herewith have been corrected where necessary and substantially comply
with the jurisdiction's codes.
The plans transmitted herewith will substantially comply with the jurisdiction's
codes when minor deficiencies identified below are resolved and checked by building
department staff.
The plans transmitted herewith have significant deficiencies identified on the enclosed check list
and should be corrected and resubmitted for a complete recheck.
The check list transmitted herewith is for your information. The plans are being held at Esgil
Corporation until corrected plans are submitted for recheck.
The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant
contact person.
AJ The applicant's copy of the check list has been sent to:
Mike Steinmetz 9980 Irvine Center Dr. Irvine, CA 92618
Esgil Corporation staff did not advise the applicant that the plan check has been completed.
Esgil Corporation staff did advise the applicant that the plan check has been completed.
Person contacted: Mike Steinmitz (N/-M/ Telephone #: 949-453-1400
Date contacted:'31 '< /' i (by: (^ ) Email: mike@bogartconstruction.com Fax #:
6,Maikx" Telephone ^"" Fax In Person
REMARKS:
By: David Yao Enclosures:
EsGil Corporationn GA n EJ n PC 3/3
9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858)560-1468 * Fax (858) 560-1576
City of Carlsbad 11O441
3/11/2011
GENERAL PLAN CORRECTION LIST
JURISDICTION: City of Carlsbad
PROJECT ADDRESS: 1905 Calle Barcelona
DATE PLAN RECEIVED BY
ESGIL CORPORATION: 3/3
REVIEWED BY: David Yao
PLAN CHECK NO.: 110441
DATE REVIEW COMPLETED:
3/11/2011
FOREWORD (PLEASE READ):
This plan review is limited to the technical requirements contained in the International Building
Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state
laws regulating energy conservation, noise attenuation and disabled access. This plan review
is based on regulations enforced by the Building Department. You may have other corrections
based on laws and ordinances enforced by the Planning Department, Engineering Department
or other departments.
The following items listed need clarification, modification or change. All items must be satisfied
before the plans will be in conformance with the cited codes and regulations. The approval of
the plans does not permit the violation of any state, county or city law.
• To facilitate rechecking, please identify, next to each item, the sheet of the plans upon
which each correction on this sheet has been made and return this sheet with the
revised plans.
• Please indicate here if any changes have been made to the plans that are not a result of
corrections from this list. If there are other changes, please briefly describe them and where
they are located on the plans. Have changes been made not resulting from this list?
a Yes a NO
City of Carlsbad 110441
3/11/2011
Please make all corrections, as requested in the correction list. Submit FOUR new complete sets
of plans for commercial/industrial projects (THREE sets of plans for residential projects).
For expeditious processing, corrected sets can be submitted in one of two ways:
1. Deliver all corrected sets of plans and calculations/reports directly to the City of
Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700.
The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering
and Fire Departments.
2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320
Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all
remaining sets of plans and calculations/reports directly to the City of Carlsbad Building
Department for routing to their Planning, Engineering and Fire Departments.
NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by
the City Planning, Engineering and Fire Departments until review by EsGil Corporation is
complete.
1. Provide a rack layout plan showing the location of all racks.(Where is the fixed shelving?
Where is mobile shelving?)
2. Provide a statement on the Title Sheet of the plans that this project shall comply with
Title 24 and 201 ODBC.
3. The tenant space and new and/or existing facilities serving the remodeled area must be
accessible to and functional for the physically disabled. Show a path of travel from the
handicapped parking space to the rack area and the bathrooms serving the rack area
comply with all the current disabled access requirements. Title 24, Part 2.
4. Obtain Fire Department approval.
5. Indicate the clearance from the new racks to the existing building walls and building
columns.
6. Provide calculation to show the "DRB" beam and "DRBLP" beam are adequate to
support the proper load.
7. Include the 25% increase in vertical loading for impact per Section 2.4 of RMI.
8. Provide calculation to show the connection between the column and beam is adequate to
support the proper load.
9. Check the slab stress for the maximum transverse overturning axial load.
10. Note on the plan that periodic special inspection is required during anchorage of storage
rack 8 feet or greater per 2010 CBC 1707.5.
11. The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive,
Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform
the plan review for your project. If you have any questions regarding these plan review
items, please contact David Yao at Esgil Corporation. Thank you.
City of Carlsbad 110441
3/11/2O11
[DO NOT PAY- THIS IS NOT AN INVOICE]
VALUATION AND PLAN CHECK FEE
JURISDICTION: City of Carlsbad PLAN CHECK NO.: 110441
PREPARED BY: David Yao DATE: 3/11/2011
BUILDING ADDRESS: 1905 Calle Barcelona
BUILDING OCCUPANCY:TYPE OF CONSTRUCTION:
BUILDING
PORTION
racks
Air Conditioning
Fire Sprinklers
TOTAL VALUE
Jurisdiction Code
AREA
( Sq. Ft.)
cb
Valuation
Multiplier
3y Ordinance
Reg.
Mod.
per city
VALUE ($)
10,000
10,000
Bldg. Permit Fee by Ordinance
Plan Check Fee by Ordinance
Type of Review:
CH Repetitive Fee
Repeats
Complete Review
D Other
i—I Hourly
EsGil Fee
Structural Only
Hr. @
$117.81
$76.58
$65.97
Comments:
Sheet 1 of 1
macvalue.doc +
PLANNING/ENGINEERING APPROVALS
PERMIT NUMBER CB110441 DATE 3/1/11
ADDRESS 1905 CALLE BARCELONA #120
RESIDENTIAL ADDITION-
MINOR (< 17,000.00)
RETAINING WALL
VILLAGE FAIRE
POOL/SPA
TENANT IMPROVEMENT
COMPLETE OFFICE BUILDING
OTHER STORAGE SHELVING
PLANNER GINA/RU Z
ENGINEER
DATE 3/1/11
DATE 3_
H:\ADMIN\COUNTER/PLANNING/ENGINEERING APPROVALS
Carlsbad Fire Department
Plan Review Requirements Category: TI, COMM
Date of Report: 04-08-2011
Name:
Address:
Permit #: CB110441
Job Name: URBAN OUTFITTERS-INSTALL NEW
Job Address: 1905 CALLE BARCELONA CBAD St: 120
Reviewed by:
9W)^^
^^
V.VWX/VWVVWWVVWVVWWVVVVVVWVVWV
Conditions;
Cond: CON0004542
[MET]
CITY OF CARLSBAD FIRE DEPARTMENT - APPROVED: w/ CONDITIONS
THIS PROJECT HAS BEEN REVIEWED AND APPROVED FOR THE PURPOSES OF ISSUANCE OF
BUILDING PERMIT.
THIS APPROVAL IS SUBJECT TO FIELD INSPECTION AND REQUIRED TEST, NOTATIONS HEREON,
CONDITIONS IN
CORRESPONDENCE AND CONFORMANCE WITH ALL APPLICABLE REGULATIONS.
THIS APPROVAL SHALL NOT BE HELD TO PERMIT OR APPROVE THE VIOLATION OF ANY LAW.
This approval is made with the understanding that the applicant URBAN OUTFITTERS agrees to
conditions outlined in the report prepared by Klausbruckner and Associates, dated March 29, 201 1 .
The scope of this report specifically outlines the restrictions of the proposed storage area.
Items categorized as -
>Group A Plastics shall not be stored above 60-inches above finished floor.
>Class I-IV materials on racks or back-to-back shelves shall not have an overall depth or width of
more than 30-inches, and a height no more than 120-inches above finished floor.
>Class I-IV materials on racks or shelving with an overall depth of less than 30-inches shall not
exceed 144-inches above finished floor.
Entry: 04/08/2011 By: GR Action: AP Annual "Operational Permit" for combustible
storage is required to be obtained from the Carlsbad Fire Department
CONDITIONAL RECOMMENDATION FOR APPROVAL Page: 1 of 1
URBAN OUTFITTERS REPRESENTATIVE TO SIGN FIRE PROTECTION EVALUATION FROM
KLAUSBRUCKNER & ASSOCIATES DATED MARCH 29, 2011.
Daryl K. James & Associates, Inc. Checked by: Daryl Kit James
205 Colina Terrace Date: April 1, 2011
Vista, CA 92084 BLDG. DEPT COPY
T. (760) 724-7001 Email: kitfire@sbcglobal.net
APPLICANT: Mike Steinmetz JURISDICTION: Carlsbad Fire Department
PROJECT NAME: Urban Outfitters PROJECT ADDRESS: Calle Barcelona #120
PROJECT DESCRIPTION: CB110441 Shelving
INSTRUCTIONS
• This plan review has been conducted in order to verify conformance to minimum requirements of codes adopted
by the Carlsbad Fire Department.
• The items below require correction, clarification or additional information before this plan check can be approved
for permit issuance.
• To expedite the recheck process, please note on this list (or copy) after each correction your response and where
each correction item has been addressed, i.e. sheet number, note number, detail number, legend number, etc
Corrections or modifications to the plans must be clouded and provided with numbered deltas and revision dates.
• PLEASE SEND OR DELIVER REVISED PLANS WITH BUILIDNG DEPT. COMMENTS DIRECTLY TO:DARYL; K. "JAMES205 COLINA TERRACE
VISTA, CA 92084
• Please direct any questions regarding this review directly to: Daryl K. James 760-724-7001 or
kitfire@sbcglobal.net
CORRECTION
V Provide a scaled floor plan and specify location of shelving and aisles for egress. Please demonstrate how
movable shelving will affect aisles for egress. This is difficult to determine as shown on plan.
V Note type of shelving within the structure - solid, open mesh, etc.
V Note ceiling height in the stockroom area. 17' 3.5"
V Note maximum height to top of storage. Please provide the height to the top of storage
V Provide a detailed description of commodity stored and packaging of commodity.
V Note existing ceiling sprinkler density. OH-2
Note proposed ceiling sprinkler density, sprinkler head K factor and temperature based on storage conditions
V Please provide a fire protection report, in accordance with applicable sections of the 2010 editions of CFC
Chapter 23 and NFPA 13, from an approved qualified high-piled storage consultant listed on the Fire Prevention
Bureau list of consultants. (See attached list) Evaluation dated March 29, 2011 shall be signed by Urban
Outfitters Representative as a condition of recommendation for approval.
The report shall include, but not limited to, the following in accordance with CFC 2301.3
• Commodity Classification in accordance with CFC 2303.
• Usable storage height.
• Commodity clearance between the top of storage and the sprinkler deflector for each storage arrangement.
• Aisle dimensions between each storage array.
• Dimension and location of flue spaces.
• Additional information regarding required design features, commodities, storage arrangement and fire
protection features.
ENGINEERING INC.
March 8,2011
Carlsbad Building Department
c/o EsGil Copropation
9320 Chesapeake Dr., Suite #208
San Diego, CA 92123
Re: Urban Outfitters -1905 Calle Barcelona - Building 1 - Suite #120
Project Review Number = CB110441 Shelving
Carlsbad, California
To David Yao:
In an effort to assist in your review, this letter is intended to accompany our responses to the building department
comments that have recently been addressed by the EsGil Corporation for the Carlsbad Building Department.
Please note that Eclipse Engineering, Inc. is re-submitting structural details for the shelving racks. All other
submittal requirement information was provided by the project architect or their consultants.
Modifications to the Submittal:
1) Provide a rack layout plan showing the location of all racks. (Where is the fixed shelving? Where is the
mobile shelving?)
A. Please reference the attached, revised Detail Sheet, "1".
2) Provide a statement on the Title Sheet of the plans that this project shall comply with Title 24 and 2010
UBC.
A. * The associated tenant improvement project, CB102488, was reviewed and approved by the
EsGil Corporation on February 8,2011.
3) The tenant space and new and/or existing facilities serving the remodeled area must be accessible to and
functional for the physically disabled. Show a path of travel from the handicapped parking space to the rack
area and the bathrooms serving the rack area comply with all the current disabled access requirements.
Title 24, Part 2.
A. * The associated tenant improvement project, CB102488, was reviewed and approved by the
EsGil Corporation on February 8,2011.
4) Obtain Fire Department Approval.
A. The associated tenant improvement project, CB102488, was reviewed by Daryl James of Daryl
K. James & Associates, Inc. and, to the best of my knowledge, approved.
155 NE REVERE AVENUE, SUITE A, BEND, OR 97701
PHONE: (541) 389-9659 FAX: (541) 312-8708
WWW.ECLIPSE-ENGINEER1NG.COM
5) Indicate the clearance form the new racks to the existing building walls and building columns.
A. Clearance is not required, reference calculation pages 14 & 15.
6) Provide calculation to show the "DRB" beam and the "DRBLP" beam are adequate to support the proper
load.
A. Beams are adequate. Reference page 10 of the calculations.
7) Include the 25% increase in vertical loading for impact per Section 2.4 of RMI.
A. Reference page 10 of the calculations.
8) Provide a calculation to show the connection between the column and beam is adequate to support the
proper load.
A. Reference pages 4-5 and 19 - 20 of the calculations to see that the rivets are adequate to
support the loads of the shelving.
9) Check the slab stress for the maximum transverse overturning axial load.
A. Reference pages 11 -12 of the calculations to see that the slab is adequate to support the loads
of the shelving racks.
10) Note on the plan that periodic special inspection is required during anchorage of storage racks 8 feet or
greater per 2010 CBC 1707.5.
A. Reference the "Statement of Special Inspections" table in the lower right hand corner of the
detail sheet, "1".
Footnotes to Answers:
* = Information Provided by Mike Peterson of the Carlsbad, CA, Building Dept. - 858-560-1468
Eclipse Engineering, Inc. has only reviewed the structural components within our scope of services, and we do
not take any responsibility for any other portion of the project or plan submittal. Please feel free contact us with
any questions on this portion of the project - (541) 389-9659.
Sincerely,
Eclipse Engineering, Inc.
Nick Burnam, PE (Oregon)
Project Engineer
Enclosed: revised structural calculations, detail sheet.
EXPIRES
Urban Outfitters
1905 Calle Barcelona - Building 1 - Suite #120
Pipp PO 080103
Carlsbad, CA
Page 2 of 2
ECLIPSE
ENGINEERING INC.
Structural Calculations
Steel Storage Racks
By Pipp Mobile Storage Systems, Inc.
Pipp P.O. #080103
Urban Outfitters
1905 Calle Barcelona
Building 1 - Suite
Carlsbad, California
Prepared For:
Pipp Mobile Storage Systems, Inc.
2966 Wilson Drive NW
Walker, MI 49544
92009
EXPIRES
Please note: The calculations contained within justify the seismic resistance of
the shelving racks, the fixed and mobile base supports, and the connection to
the existing partition walls for both lateral and overturning forces as required
by the 2010 California Building Code. These storage racks are not accessible to
the general public.
Eclipse Engineering, Inc.
Consulting Engineers
URBAN OUTFITTERS
CARLSBAD, CA
4/11/2011
Rolf Armstrong, PE
Pipp Mobile STEEL STORAGE RACK DESIGN - 9'-0"
SHELVES - 2009 IBC & 2010 CBC - 2208 & ACSE-7 -15.5.3
Design Vertical Steel Posts at Each Corner
Shelving Dimensions:
Total Height of Shelving Unit - ht := 9.00-ft
Width of Shelving Unit - w := 4.00-ft
Depth of Shelving Unit - d := 3.00-ft
Number of Shelves - N := 10
Vertical Shelf Spacing - S := 12.0-in
Shelving Loads:
Maximum Live Load on each shelf is 50 Ibs:
Weight per shelf - \N$ := 50-Ib
Load in psf - wtj
w-d
Design Live Load on Shelf -
Dead Load on Shelf -
LL := LL
DL := 1.50-psf
Section Properties of Double Rivet 'L' Post
Modulus of Elasticity of Steel -
Steel Yield Stress -
Section Modulus in x and y -
Moment of Inertia in x and y -
Full Cross Sectional Area -
Length of Unbraced Post -
Effective Length Factor -
Section Properties Continued:
Density of Steel -
Weight of Post -
Vertical DL on Post -
Vertical LL on Post -
Total Vertical Load on Post -
E:= 29000-ksi
Fy:=33-ksi
S := 0.04-in3
Ix:=0.06-irf
Ap := 0.22-in^
Lx:= 12.0-in
Kx:=1.0
kips:= 1000-Ib
Ly:= 12.0-in
Ky := 1.0
psteel := 490-pcf
Wp:=pstee|.Ap.ht
Pd:= DL-w-.25d-N + Wp
P|:=LL-w-.25-d-N
Pp:=Pd + P|
* lb
psf:= —
ft2
, Ibpcf:= —
ft3
ksi := 1000 •—
in2
j = 4.1667-psf
= 4.1667-psf
b:= 1.5-in
h:= 1.5-in
ry:= 0.47-in
rx:= 0.47-in
t:= 0.075-in
hc:= 1.42-in
bc := 1.42-in
1*:= 12.0-in
Kt:= 1.0
Wp = 6.7375-Ib
Pd = 51.7375lb
Pi = 12515
Pp = 176.7375-lb
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Floor Load Calculations :
Weight of Mobile Carriage:
Total Load on Each Unit:
Area of Each Shelf Unit:
Wc:=90-lb
W := 4-Pp + Wc
Au := w-d
W = 796.95 Ib
A = 12ft2
Floor Load under Shelf: PSF:=— PSF = 66.4125-psf
Au
NOTE: SHELVING LIVE LOAD IS CONSISTENT WITH 100 psf REQ'D FOR RETAIL FLOOR LOADING
Find the Seismic Load using Full Design Live Load
ASCE-7 Seismic Design Procedure:
Importance Factor -
Determine Ss and 5} from maps -
Determine the Site Class -
Determine Fa and Fv -
Determine SMS and SM1.
Determine SDS and SDI.
IE := 1.0
Ss:= 1.231
Class D
Fa := 1.007
SMS := Fa-Ss
SMS =1.2396
SDS := — -SMS
SDS = 0-826
Structural System - Section 15.5.3 ASCE-7:
4. Steel Storage Racks R := 4.0
Total Vertical LL Load on Shelf -
Total Vertical DL Load on Shelf -
RP:=R
W,:= LL-w-d
ap := 2.5
Wd := DL-w-d + 4—-N
Seismic Analysis Procedure per ASCE-7 Section 13.3.1:
Average Roof Height -
Height of Rack Attachment -
Seismic Base Shear Factor -
Shear Factor Boundaries -
Vf!=
hr := 20.0-ft
z := 0-ft
0.4-ap-SDs (
IP I
IP
Vtmin := 0.3-SDS.Ip
vtmax:= 1-6-SDS-Ip
Vt:=if(Vt>Vtmax,Vtmax,Vt)
Vt:=if(Vt<Vtmin,Vtmin,Vt)
Si := 0.462
Fv := 1.538
SMI := Fy'Si
SM1 = 0.7106
SDI := "3" SMI
S = 0.474
Cd := 3.5
Ip := 1.0
W, = 50lb
Wd = 20.695 Ib
(O'-O" For Ground floor)
Vt = 0.2066
Vtmin = 0.2479
Vtmax = 1.3223
Vt = 0.248
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Seismic Loads Continued :
For ASD, Shear may be reduced - VD := — = 0.17711.4
Seismic DL Base Shear - Vtd := Vp-Wd-N = 36.65 Ib
DL Force per Shelf : Fd := Vp-Wd = 3.66Ib
Seismic LL Base Shear - Vu := Vp-W|-N = 88.54 Ib
LL Force per Shelf : F, := Vp • W, = 8.85 Ib
0.67 * LL Force per Shelf : F,.67 := 0.67-Vp-W, = 5.93 Ib
Force Distribution per ASCE-7 Section 15.5.3.3:
Operating Weight is one of Two Loading Conditions :
Condition #1: Each Shelf Loaded to 67% of Live Weight
Cumulative Heights of Shelves -
H! := 0.0-S + 1.0-S + 2.0-S + 3.0-S + 4.0-S + 5.0-S + 6.0-S + 7.0-S + 8.0-S + 9.0-S
H2:= 10.0-S+11.0-S+12.0-S+13.0-S H := Ht H=45ft
Total Moment at Shelf Base - Mt:= H-Wd + H-0.67-W, Mt = 2438.8ft-lb
Vertical Distribution Factors for Each Shelf -
Total Base Shear - vtota, := Vtd + 0.67-Vt, Vtota, = 95.97 Ib
Wd-0.0-S + W|-0.67-0.0-S Wd-1.0-S+ W|-0.67-1.0-S
Ci := =0 C2 := = 0.022Mt Mt
FI := Ci-^totg,) = 0 F2 := C2-(Vtota|) = 2.13 Ib
Wd-2.0-S+W|-0.67-2.0-S Wd-3.0-S +W,-0.67-3.0-S
C3 := = 0.044 C4 := = 0.067
F3 ~ C3-(Vtotal) = 4.27Ib F4 := C4-(Vtota,) = 6.4Ib
Wd-4.0-S + Wi-0.67-4.0-S Wd-5.0-S + W,-0.67-5.0-S
C5:= =0.089 C6:= =0.111
F5 := C5-(vtota|) - 8.53 Ib F6 := C6-(Vtota|) = 10.66 Ib
Wd-6.0-S + W|-0.67-6.0-S Wd-7.0-S + W,-0.67-7.0-S
C7:= =0.133 C8:= =0.156Mt Mt
F7 := C7.(vtota,) = 12.8 Ib F8 := C8-(vtotaI) = 14.93 Ib
Wd-8.0-S + W|-0.67-8.0-S Wd-9.0-S + W,-0.67-9.0-S
C9:= =0.178 C10:= =0.2
Fg := C9-(Vtota|) = 17.06lb F10 := C10-(vtota|) = 19.19lb
Wd-10.0-S+ W|-0.67-10.0-S Wd-11.0-S+ W,-0.67-11.0-S
Cn := = 0.222 C12 := — = 0.244
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FII := Cu-(Vtotal) = 21.33lb F12 := C12.(Vtotal) = 23.46lb
Wd-12.0-S+ W,-0.67-12.0-S Wd-13.0-S+ Wr0.67-13.0-S
C13 := - = 0.267 C14 := - - - = 0.28913 Mt Mt
Fia == Ci3-(Vtotai) = 25.59lb F14 := C14.(Vtotal) = 27.73lb
Force Distribution Continued : Coefficients should total i.o
Condition #2: Top Shelf Only Loaded to 100% of Live Weight
Total Moment at Base of Shelf - Mte := 9.0-S-Wd + 9.0-S-W, Mta = 636.3ft-lb
Total Base Shear - Vtota|2 := Vtd + F, Vtota|2 = 45.5 Ib
Wd-0.0-S + 0-Wi-O.O-S Wd-9.0-S + W,-9.0-S
Cia == - ~ - = 0 Clla := - - - - = 1
Mta Mta
Fia := Cla.(Vtotal2) = 0 ^ ;= c^.^) = 45.5|b
Condition #1 Controls for Total Base Shear
By Inspection, Force Distribution for intermediate shelves without LL are negligible.
Moment calculation for each column is based on total seismic base shear.
Column at center of rack is the worst case for this shelving rack system.
Column Design in Short Direction : Ms := ---- (Vy + VH) = 15.65ftlb
Bending Stress on Column - fbx := Ms-Sx~ 1 = 4.69-ksi
Allowable Bending Stress - Fb:= 0.6- Fy = 19.8-ksi
Bending at the Base of Each Column is Adequate
Deflection of Shelving Bays - worst case is at the bottom bay
(vtd + Vt,).S3 S 3
A:=- - - - =0.0104-in — = 1.1582x 10J
12-E-IX A
At:= A-(N - 1) = 0.0932-in Aa:= 0.05-ht = 5.4-in
if(At < Aa, "Deflection is Adequate" , "No Good") = "Deflection is Adequate"
Moment at Rivet Connection:
MsShear on each rivet - Vr := - - = 125 Ib
L5'in dr2-3.14 2dr := 0.25-in Ar := - - = 0.0491-in^
Vr 4
Steel Stress on Rivet - f •= — = 2.5517-ksi
Ar
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Allowable Stress on Rivet - Fvr := 0.4-80-ksi = 32-ksi
RIVET CONNECTION IS ADEQUATE FOR MOMENT CONNECTION FROM BEAM TO POST
Find Allowable Axial Load for Column :
Allowable Buckling Stresses -
CTex.x :== 439.07-ksi
Distance from Shear Center
to CL of Web via X-axis
Distance From CL Web to Centroid -
Distance From Shear Center
to Centroid -
Polar Radius of Gyration -
Torsion Constant -
Warping Constant -
Shear Modulus -
t-hc
2-bc
2
4-L,
*-:= 0.649-in - 0.5-t
XQ := XE + ec
2 ry
2r0 := < rx + r +
J := --(z-b-t3 + h-t3)
Cw:=
12
G := 11300-ksi
crt:=•3 +
crpx:= CTPVX = 439.07-ksi
ec = 1.2706-in
xc = 0.6115-in
Xo=1.8821-in
rn=1.996-in
J = 0.00063-in4
6
cr^,
= 0.1109
Fet := — 'K^ex + °t) ~ V (°ex + °t) - 4> P'^ex'^tZ-(5
Elastic Flexural Buckling Stress -Fe := if (Fet < o^ , Fet ,
Allowable Compressive Stress - Fn := if
Factor of Safety for Axial Comp. - H0 := 1.92
Fy
~2 4-FP
,Fe
Fet = 72.346-ksi
Fe = 72.346-ksi
Fn = 29.2368-ksi
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Find Effective Area -
Determine the Effective Width of Flange -
Flat width of Flange - Wf:=b-0.5-t • wf = 1.4625-in
Flange Plate Buckling Coefficient - kf := 0.43
1 052 wf /~F7Flange Slenderness Factor - xf := / — Xf = 0.9933
pf:=fl--^].f Pf = 0.7838
1, Xf ) Xf
Effective Flange Width - be := if(xf > 0.673, pf • wf, wf) be = 1.1463 • in
Determine Effective Width of Web -
Flat width of Web - ww := h -1 ww = 1.425 • in
Web Plate Buckling Coefficient - k™ := 0.43
Web Slenderness Factor - xw := ^^ .— .I— \= n.9678
Pw:=|l--^)-^- Pw = 0.7984
y Xw j Xw
Effective Web Width - he := if(xw > 0.673, pw • ww, ww) he = 1.1377- in
Effective Column Area - Ae := t-(he + be) Ae = 0.1713-in2
Nominal Column Capacity - Pn:=Ae-Fn Pn = 5008lb
PnAllowable Column Capacity - Pa := — Pa = 2608 Ib
Check Combined Stresses -
Pcrx--^—\ PCD(=lxl05lb
Pcr:=PCrx Pcr=lxl05lb
Magnification Factor -1 = 0.9972 Cm:=0.85a :=1- —— a-u.^/*. ^m.
V pcr I
Combined Stress: P C -ft,
_P + J!L±1 = 0.2699 MUST BE LESS THAN 1.0
Pa Fb-a
Final Design: 'L1 POSTS WITH BEAM BRACKET ARE ADEQUATE FOR
REQD COMBINED AXIAL AND BENDING LOADS
NOTE: Pp is the total vertical load on post, not 67% live load, so the design is conservative
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STEEL STORAGE RACK DESIGN - 9'-0" SHELVES
PER 2009 IBC & 2010 CBC - 2208 & ASCE-7 SECTION 15.5.3
Find Overturning Forces :
Ht := 9.00-ft Width of Shelving Unit - w := 4.00-ft
d := 3.00-ft WORST CASE
N := 10 Vertical Shelf Spacing - S := 12.0-in
Total Height of Shelving Unit -
Depth of Shelving Unit -
Number of Shelves -
Height to Top Shelf Center of G -
Height to Shelf Center of G -
htop := Ht
hc := ^N +-S
htop = 9 ft
hc = 5.5-ft
From Vertical Distribution of Seismic Force previously calculated -
Controlling Load Cases -
Weight of Rack and 67% of LL - w := (wd + 0.67- W|) • N W = 541.95 Ib
Seismic Rack and 67% of LL - V := Vtd + 0.67-VU V = 95.9729lb
Ma := FrO.O-S + F2-1.0-S + F3-2.0-S + F4-3.0-S + F5-4.0-S + F6-5.0-S + F7-6.0-S + F8-7.0-S
Mb:= F9-8.0-S+F10-9.0-S
Overturning Rack and 67% of LL -
Weight of Rack and 100% Top Shelf - Wa := Wd -N + W,
Seismic Rack and 100% Top Shelf - Va := Vtd + F,
Overturning Rack and 100% Top Shelf - Ma := Vtd-hc + Frhtop
Controlling Weight -
Controlling Shear -
Controlling Moment -
Tension Force on Column Anchor -
per side of shelving unit
Shear Force on Column Anchor -
Wc := if(w > Wp , W , Wp)
Vc := if(v > Va , V , Va)
Mot := if(M > Ma , M , Ma)
Mot WcT := -- 0.60 --d 2
T:=if(T<0-lb,0-lb,T)
VcV := —2
M := Ma + Mb = 608ft-lb
Wa = 256.95 Ib
Va = 45.5028 Ib
Ma = 281.3ft-lb
Wc = 541.95 Ib
Vc = 95.973 Ib
Mot = 607.83 ft- Ib
T = 40.02 Ib
T = 40.0245lb
V = 48 Ib
USE: HILTI KWIK BOLT TZ ANCHOR (or equivalent) -
USE 3/8"<p x 2" embed installed per the requirements of Hilti
Allowable Tension Force - Ta:=1006-lb For 2500psi Concrete
Allowable Shear Force - va := 999- Ib
Combined Loading -~ n.088 MUST BE LESS THAN 1.20
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STEEL ANIT-TIP CLIP AND ANTI-TIP TRACK DESIGN
Tension (Uplift) Force on each side - T = 40.0245 Ib
Connection from Shelf to Carriage = 1/4" diameter bolt through 14 ga. steel:
Capacity of #12 screw (smaller than 1/4" diam. bolt) _ ..
in 16 ga. steel (thinner than 14 ga. posts and clips) - ^'~
if(T < 2-Zc, "(2) 1/4" Bolts are Adequate", "No Good") = "(2) 1/4" Bolts are Adequate"
Use 3/16" Diameter anti-tip device for connection of carriage to track
Yield Stress of Angle Steel - Fy := 36-ksi
Thickness of Anti-tip Head - tg := 0.090-in
br := 0.25-in
ba:= 0.490-in
ba-br
Width of Anti-tip Rod + Radius -
Width of Anti-tip Head -
Width of Anti-tip Flange -
Tension Force per Flange leg -
Bending Moment on Leg -
Section Modulus of Leg -
Bending Stress on Leg -
Ratio of Allowable Loads -
Width of Anti-Tip track -
Thickness of Aluminum Track -
Spacing of Bolts -
Section Modulus of Track -
Design Moment on Track -
for continuous track section
Bending Stress on Track -
La:=
T| := 0.5-T
.M|i=4-
S,:=
M|
fh
0.75-Fv
= 0.0672
Lg = 0.12-in
T| = 20.0122 Ib
M| = 0.100061-ft-Ib
S, = 0.0007-in3
fb = 1.8152-ksi
MUST BE LESS THAN 1.00
U:= 5.1-in
tt := 0.25-in Average Thickness
Stb:=22.5-in
St:= 0.0921-in3
M:=
8
M
St = 0.0921 -in3
M = 9.4ft-lb
fb = 1.2222-ksi
St
Allowable Stress of Aluminum - Fb := 21-ksi
ANTI-TIP CLIP STEEL CONNECTION AND TRACK ARE ADEQUATE
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Connection from Steel Racks to Wall
psi :=
in2Seismic Analysis Procedure per ASCE-7 Section 13.3.1:
Average Roof Height - hr = 20ft
Height of Rack Attachments - zb := z + ht = 9ft At Top for fixed racks connected to walls
Seismic Base Shear Factor -
Shear Factor Boundaries -
Seismic Coefficient -
Number of Shelves -
Weight per Shelf -
Total Weight on Rack -
Seismic Force at top and bottom -
Connection at Top:
Standard Stud Spacing -
Width of Rack -
Number of Connection Points -
on each rack
Force on each connection point -
Capacity per inch of embedment -
Required Embedment -
For Steel Studs:
Pullout Capacity in 20 ga
studs - per Scafco
i n U_Rp ^ hr
Ip
Vtmin := 0.3-SDS-Ip
Vtmax := l-6-SDS-Ip
Vt:=if(Vt>Vtmax,Vtmax,Vt)
Vt:=if(Vt<Vtmin,Vtmin,Vt)
Vt = 0.3925
N = 10
Wtf := 50-Ib
WT:= 0.667-4-Pp
0.7-Vt-WTTv :=
Sstud := 16-in
w = 4ft
Nc := floor W
NC
Ws:= 135—in
Vt = 0.3925
Vtmin = 0.2479
Vtmax= 1.3223
Vt = 0.393
= 471.5357 Ib
Tv = 64.7847 Ib
Fc = 21.5949 Ib
dc = 0.16-in
T20:=84-lb For #10 Screw - per Scafco
MIN #10 SCREW ATTACHED TO EXISTING WALL STUD IS
ADEQUATE TO RESIST SEISMIC FORCES ON SHELVING UNITS.
EXPANSION BOLT IS ADEQUATE BY INSPECTION AT THE BASE
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SIMPLE SPAN DESIGN - Double Rivet Beam
Design criteria:
Steel Yield Stress - Fy := 36-ksi Impact Load Multiplier:
Modulus of Elasticity - E := 29000-ksi Ij := 1.25
Span- L:=4.00-ft
Width of Rack - W := 2.50-ft
Allowable Load per shelf - w := 50-Ib
wLive Load on Shelves - LL:= LL = 5-psfL-W
Dead Load on Shelves - DL := 2.0-psf
Minimum Dist Load Req'd - w := (LL+DL)-0.5-W w = 8.75-plf
Total Point Load @ Center - P := Ir(50-lb) = 62.5Ib
w-L2 P-LMoments for Each Load - Mw := Mw = 11.7ftlb Mp :=— Mp = 31.2ft-lb12 8
Maximum Design Moment - M := if(Mw < Mp, Mp, Mw) M = 31.25ft-lb
Lateral Moment from Post - Ms = 15.6491 ft-Ib page 4 of original calcs
w-LShear for Each Load - Vw := Vw = 17.5 Ib Vp := P Vp = 62.5 Ib
Maximum Design Shear - V := if(vw < Vp, Vp, Vw) V = 62.5 Ib
Allowable Shear Stress - Fv := 0.4-Fy Fv = 14.4-ksi
Allowable Bending Stress - Fb := 0.66-Fy Fb = 23.76-ksi
Section Properties for Double Rivet Beam
A := 0.36-in2 S := 0.05-in3 I := 0.05-in4
V fvActual Shear Stress - fv:= - =0.1736-ksi — = 0.0121 OKA Fv
M + MS fbActual Bending Stress - fb := = 11.2558-ksi — = 0.47 OK
S Fb
Deflections for Each - Aw := —: Aw = 6.9517: AD := —: AD = 0.0248- inw 384-E-I p 192-E-I p
Total Load Deflection - A := if(Aw < Ap, Ap, Aw) A = 0.025• in — = 1933 OK
Double Rivet Low Profile Beam is Adequate
10
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Connection to the Existing Slab:
Tension on anchor bolt - Tmax := T = 40 Ib
Weight of Concrete - Pc := 150-lb-ff 3 psi := Ib-irf 2
minimum concrete strength - fc := 2500-psi
Thickness of Concrete Slab - t^ := 4.0-in
Weight of concrete slab - wc •= pc-tc wc = 50—
Tmax ^Minimum Required Area of Cone. - Ar := —^- A-. = 0.8894ft2
0.9-wc
Assume Bolt is within 6" of control joist, so the effective area of concrete slab required to
resist the uplift forces from the anchor bolt is 1.33 ft x 1.33 ft
Weight of Slab section - wsc := 1.33-ft-1.33-ft-wc Wsc = 88.445Ib OK
Width of Concrete Section - Bc := 2.0-ft Worst Case Condition
Distance from AB to end on concrete - Lj. := 0.5-Bc
1.4-Wc-Lc2
Moment on Concrete resisting uplift - Mu := ft Mu = 35ftlb
per 1 ft width of slab 2
Shear Force on Concrete resisting uplift - Vu := 1.4-wc-Lc'ft Vu = 70Ib
per 1 ft width of slab
Allowable Plain Concrete Shear - c|>Vc:= 0.55— -^f^-h-l-ft /— c|>Vc = 660-lb OK
3 -\/ in2
if(*Vc > Vu, "Concrete Slab is Adequate", "Upgrade Slab)") = "Concrete Slab is Adequate"
1-ft-tc2 ,
Section of Plain Cone, per foot - Sc := Sc = 32-in
6
Allowable Plain Concrete Moment - cj>Mc := 0.55-5-Sc-.yfV I— <(>MC = 367-lb-ft OK
V in2
if(c|>Mc > Mu, "Concrete Slab is Adequate", "Upgrade Slab)") = "Concrete Slab is Adequate"
EXISTING CONCRETE FLOOR SLAB IS ADEQUATE TO
SUPPORT THE REQUIRED UPLIFT FORCES
11
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SLAB ON GRADE WITH POINT LOAD FROM COLUMN
BASE SUPPORTING SHELVING UNITS
Allowable Soil Concrete Compressive
Bearing Pressure: Strength: Bearing Factor:
qt := 500-psf f c := 2500-psi cj>p := 0.70
psi := Ib-in
Concrete Modulus of Elasticity:Width/ Diameter of
Base Plate:
Slab
Thickness:
Shear Factor:
<j)y := 0.75
Bending
Factor:
Ec:= 57000-Jfc-psi = 2.85x 10 -psi bc:= 1.5-in d := 4.0in (j>b := 0.90
Tensile Strength in
Flexure of Concrete:
One Half Width/ Diameter of Modulus of Subgrade
Base Plate: Reaction:
ft:=6-7fc-psi f
Factor of Safety:
FS := 2.5
Point Load On Slab:
P2:= Pd + P| = 177lb
P:=max(P2,P5>P6) =
Required Thickness of Slab:
Nominal Point Load on Slab:
= 300-psi R!:=0.
Load Reduction Factor:
(3 :=if(d<7-in, 1,0.85) = !
jb_
in3
Poisson's Ratio:
> :=0.15
Seismic Load PE, := 0.25-Vtota| = 24 Ib
PS == Pd + PEI = 76 Ib P6 := Pd + 0.75-(P, + PE!) = 163 Ib
dr:=FS-P
Pn := 1-72
= 0:475-in
•10% 3.60 •ff<T = 31351 Ib
Allowable Point
Load on Slab:Pa:= — = 12540 Ib
Radius of Relative Soil Stiffness:
DESIGN FOR PUNCHING SHEAR IN SLAB:
= 21.34-in
Width of
Column:wc:- 0.75-in Effective Width of
Column on Slab:
wc+bc c = 1.125-in
Critical Perimeter of Base Plate on Slab for Punching Shear:
Pul:=1.2.Pd + 0.5-P|+1.0-PE|
Factored Point _ , _ _ . n _ , . _Load on Slab: Pu2:= l-2-Pd + 1.0-PI+1.0.PEI
b0:=4-(c + d)=20.5-in
Pu3:=1.2.Pd+1.6.P,
Allowable Punching ... , . . . ,„ . ,____,.
Shear in Footing: *V'P:= <lv4-d-boy fc.ps, = 12300lb
which is less than or equal to 1.0, therefore reinforcement is
not required for shear throughout the slab's cross-section.
Pu := max(Pul, Pu2, Pu3) = 262 Ib
= 0.0213
'cp
12
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SECTION PROPERTIES FOR A STEEL ANGLE
considering reduced section with 1/2" diam holes
d := l.SOinWidth & Height of Steel Angle - b := l.SOin
Thickness of 14 Gage Angle - t:= 0.0747- in
Length of Each Stem - a * b - 1 = 1.425-in
Diameter of Hole in each leg -• dh:=0.5-in
Distance from corner of angle to the center of hole - |h := 0.5625-in
Length of Piece 1 - Length of Piece 2 -
Ll := lh - 0.5.dh - t = 0.2378.in L2 := b - 0.5-dh - lh = 0.6875-in
Values of Full Section
Pr°pertieS Used In CalC<S-
A:= Ap = 0.22-in2 S:= S = 0.04-in3
I := Ix = 0.06-in4
Area of piece near corner -
Area of piece at end of leg -
A! := Lrt = 0.0178-in2
A2 := L2-t = 0.0514-in2
Total
A3 := A! = 0.0178-in2
A4 := A2 = 0.0514-in2
2of Ang,e - A,:= A, + A2+ A3+ A, = 0.1382.in
I,:=(t.L23).(l2-'),
10~6-in4 I2 = 2.39x 10~5-in4 = 0.0001-in4 = 0.002-in4
Distance to Centroid of Each Piece from the Top of Angle :
Xi^O.S-t X2:=0.5-t x3:=t+0.5-L!
x2 = 0.037-in x3 = 0.194-in
X4:= t+ Lj + dh + 0.5-L2
X4=1.156-in
Distance to centroid of angle : KC := (ArX! + A2-x2 + A3-x3 + A4-X4) -(AX"" l] = 0.4731-i
Distance from centroid of piece to centroid of angle & Moment of Inertia :
Xc3:=|xc-x3
in
= 0.44-in = 0.44-in
^
= 0.0406-in4
=0.0396.^ ^=0.628 | = 0.989 0.677
i'rbx
— >Fb-ot
, "Checks OK", "Use Larger Posts"= "Checks OK"
ifM ~ > — • "Checks OK", "Use Larger Posts"= "Checks OK"
13
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LIGHT GAUGE STEEL WALL FRAMING
ksi := k-irf 2 psi := lb-in~ 2k := 1000-lb ksi := k-irf psi := lb-in~ psf := Ib-f
Wall Studs @ 16" o.c. (assume simple span):
Interior Non-bearing Wall Studs: Height of Wall Stud:
Components & Cladding Wind Pressure on Stud
Wall N/A during Seismic Event Loading:
Horizontal Force from Seismic Load at top of shelving units:
2 plf:= Ib-ff
hs := 17.375-ft
Pw :~ °'psr
PE := Fc = 22 Ib
Location of Horizontal Force: hF := Ht = 9ft hb := hs - hF = 8.375ft
Modulus of Elasticity: E := 29000ksi Steel Yield Strength:
Stud Design Data (LOOK AT: 362S125 - 30):
ss:= 16-in
Radius of Gyration, y:
Fy := 33ksi
Spacing of Studs supporting Roof Loads:
Area of Stud:A := 0.194in
Section Modulus:
Moment of Inertia:
Effective Width of Element:
Thickness of Element:
Effective Length Factor:
Axial Load on Stud Wall:
Transverse Pressure on
studs:
Unbraced Length, y:
Capacity of Studs:
Sx:=0.210in3
I := 0.375in4
Radius of Gyration, x:
Allowable Bending
Stress:
ry := 0.415in
rx:= 1.402in
n « cFb := 0.66-Fy = 21.78-ksi
w := 1.25in
t := 0.0312in Number of Studs:
K := 1.0
(7-psO-hc-ScPV:= - —
2
ww:=pw-Ss
Ly := 1.00ft Unbraced Length, x:
N := 1
Pv = 8Mb
.,= 0-plf
Lx := 16.00ft
. 15.26i3.ksi
14
Eclipse Engineering, Inc. URBAN OUTFITTERS 4/11/2011
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Capacity of Studs - cont'd:
Fe := if(Fey < Fex> Fey, Fex) = 15.2613-ksi
J Fy ( Fy^ 1
Allowable Stress: Fn := ifl Fe > — , Fv- 1 , Fe = 15.2613-ksi
[ e 2 y ^ 4-FeJ ej
Effective Area: Ag := A-N = 0.194-in2
Nominal Axial Strength: pn := Ae-Fn = 2961-lb
2
pn, :=
A-7T ' = 1346-Ib
25'7ITJ Factor of Safety: Jlc:=1.92
p p
Allowable Axial Load: Pa := — = 1542-lb -^ = 19.018
Pv
Maximum Design fww-hs2V rPE-hF-hb^
Moment: M := + = 94-ft-lbI 8 J h.
Maximum Design
Shear: V:=
MActual Bending Stress: fb := — = 5.3532-ksi
Actual Shear Stress: fv := - = 0.0577-ksi
Combined Axial and Bending Stresses: — + — = 0.298
Fb Pa
362S125-30 STUDS @ 16" o.c. ARE
SUFFICIENT FOR WALL FRAMING.
15
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Pipp Mobile STEEL STORAGE RACK DESIGN - 5'-0"
SHELVES - 2009 IBC & 2010 CBC - 2208 & ACSE-7 - 15.5.3
Design Vertical Steel Posts at Each Corner
Shelving Dimensions:
Total Height of Shelving Unit - ht := 5.00-ft
Width of Shelving Unit - w := 4.00-ft
Depth of Shelving Unit - d := 1.50-ft
Number of Shelves - N := 4
Vertical Shelf Spacing - S := 20.0-in
Shelving Loads:
Maximum Live Load on each shelf is 50 Ibs:
Weight per shelf - WH := 50-Ib
Load in psf -LLj :=
W,tj
w-d
Design Live Load on Shelf -
Dead Load on Shelf -
LL := LL
DL:=1.50-psf
Section Properties of Double Rivet'!_' Post
Modulus of Elasticity of Steel -
Steel Yield Stress -
Section Modulus in x and y -
Moment of Inertia in x and y -
Full Cross Sectional Area -
Length of Unbraced Post -
Effective Length Factor -
Section Properties Continued:
Density of Steel -
Weight of Post -
Vertical DL on Post -
Vertical LL on Post -
Total Vertical Load on Post -
E:= 29000-ksi
Fy:=33-ksi
Sx~0.04.in3
Ix:=0.06-in4
Ap := 0.22-in2
Lx:= 20.0-in
Kx:=1.0
kips:= 1000-Ib
Ly:= 20.0-in
Ky := 1.0
psteel := 490-pcf
Wp:= psteel-Ap-ht
Pd:= DL-w-.25d-N +Wp
P,:= LL-w-.25-d-N
Pp := Pd + PI
lb
Ibksi := 1000
in2
LLj = 8.3333-psf
LL = 8.3333-psf
b:= 1.5-in
h:= 1.5-in
ry:= 0.47-in
rx:= 0.47-in
t:= 0.075-in
hc := 1.42-in
bc := 1.42-in
Lt:=20.0-in
Kt:= 1.0
Wp = 3.743Mb
Pd = 12:7431 Ib
P| = 50lb
P = 62.7431-lb
16
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Floor Load Calculations :
Weight of Mobile Carriage:
Total Load on Each Unit:
Area of Each Shelf Unit:
Wc:=0.00-lb
W:=4-Pp +Wc
Au := w-d
WPSF := —A,,
W = 250.9722 Ib
Floor Load under Shelf: PSF := — PSF = 41.8287-psf
NOTE: SHELVING LIVE LOAD IS CONSISTENT WITH 100 psf REQ'D FOR RETAIL FLOOR LOADING
Find the Seismic Load using Full Design Live Load :
ASCE-7 Seismic Design Procedure:
Importance Factor -
Determine Ss and S1 from maps -
Determine the Site Class -
Determine Fa and Fv -
Determine SMS and SM1.
Determine SDS and SDI.
IE := 1.0
Ss:= 1.231
Class D
Fa := 1.007
SMS:= Fa'ss
SMS =1.2396
SDS:= "rsMS
SDS = 0.826
Structural System - Section 15.5.3 ASCE-7:
4. Steel Storage Racks
Total Vertical LL Load on Shelf -
Total Vertical DL Load on Shelf -
R := 4.0
Rp:=R
W, := LL-w-d
ap := 2.5
Wd:= DL-w-d + 4—-N
Seismic Analysis Procedure per ASCE-7 Section 13.3.1:
Average Roof Height -
Height of Rack Attachment -
Seismic Base Shear Factor -
hr := 20.0-ft
z:=0-ft
0.4-ap-SDS (
Si := 0.462
Fv := 1.538
SMi := FVSI
SMI = 0.7106
SDI:= T
SDI = 0.474
Cd := 3.5
Ip := 1.0
W, = 50lb
Wd = 12.7431 Ib
(O'-O" For Ground floor)
Vt = 0.2066
Shear Factor Boundaries -Vtmin := 0.3-SDS-Ip
vtmax := l-6-SDS-Ip
Vt:=if(Vt>Vtmax,Vtmax,Vt)
Vt:=if(Vt<Vtmin,Vtmin,Vt)
Vtmin = 0.2479
Vbrax = 1.3223
Vt = 0.248
17
Eclipse Engineering, Inc. URBAN OUTFITTERS 4/11/2011
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Seismic Loads Continued :vtFor ASD, Shear may be reduced - VD := — =0.1771
1.4
Seismic DL Base Shear - Vtd := Vp-Wd-N = 9.03Ib
DL Force per Shelf : Fd := Vp • Wd = 2.26 Ib
Seismic LL Base Shear - V0 := Vp-WrN = 35.42Ib
LL Force per Shelf : F, := Vp • W, = 8.85 Ib
0.67 * LL Force per Shelf : FL67 := 0.67-Vp-W, = 5.93 Ib
Force Distribution per ASCE-7 Section 15.5.3.3:
Operating Weight is one of Two Loading Conditions :
Condition #1: Each Shelf Loaded to 67% of Live Weight
Cumulative Heights of Shelves -
H! := 0.0-S + 1.0-S + 2.0-S + 3.0-S
H2:= 10.0-S+11.0-S+12.0-S+13.0-S H := Hx H = 10ft
Total Moment at Shelf Base - Mt := H-Wd + H-0.67-W| Mt = 462.4ft-lb
Vertical Distribution Factors for Each Shelf -
Total Base Shear - Vtota| := Vtd + 0.67-Vt, Vtota| = 32.76 Ib
Wd-0.0-S+W|-0.67-0.0-S Wd-1.0-S+W|-0.67-1.0-S
Ci:= -=0 C2:= -=0.167
Mt Mt
FI := Cr(vtotal) = 0 F2 := C2.(vtota,) = 5.46Ib
Wd-2.0-S + W|-0.67-2.0-S Wd-3.0-S + Wr0.67-3.0-S
C3:= =0.333 C4:= =0.5Mt 4 Mt
F3 := C3.(Vtotal) = 10.92Ib F4 := C4-(Vtota|) = 16.38Ib
Wd-4.0-S+W|-0.67-4.0-S Wd-5.0-S +Wr0.67-5.0'S
C5:= •— =0.667 C6:= -= 0.833
F5 := C5.(vtotal) = 21.84 Ib F6 := C6.(vtota,) = 27.3 Ib
Wd-6.0-S +W|-0.67-6.0-S Wd-7.0-S + W,-0.67-7.0<S
C7:= = 1 C8:= = 1.167
F7:- C7.(vtotal) = 32.76lb F8:= C8.(vtotal) = 38.22lb
Wd-8.0-S + W|-0.67-8.0-S Wd-9.0-S + W,-0.67-9.0-S
C9:= .1333 C10:= ^.«
F9 := Ca-fVaBi) = 43.68lb F10 := C10.(VtoM) = 49,13lb
|
Wd.10.0-S + W,-0.67-10.0-S Wd-11.0-S+Wi-0.67-ll.0-S
Cll := = 1.667 C12 := ^- = 1.833
18
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Fli:=Cir(Vtota,) = 54.59Ib F12 := C12.(Vtotal) = 60.05 Ib
Wd'12.0-S+W,-0.67-12.0-S Wd.13.0-S +W,-0.67-13.0-S
C13 := — = 2 C14 := , 2.167
F« := Ci3'(Vtotal) = 65.51 Ib F14 := C14.(Vtotal) = 70.97Ib
Ci + C2 + C3 + C4 = 1
Force Distribution Continued : Coefficients should total i.o
Condition #2: Top Shelf Only Loaded to 100% of Live Weight
Total Moment at Base of Shelf - Mte := 3.0-S-Wd + 3.0-S-W, Mte = 313.7ft-lb
Total Base Shear - vtota,2 := Vtd + F, Vtota|2 = 17.88 Ib
Wd-0.0-S + 0-Wi-O.O-S Wd-3.0-S + W,-3.0-S
Cia:= — =0 Cua:=- = 1Mta Mte
Fia = Cla.(Vtotal2) = 0 ^ ;= ^.(^ = 17-88|b
Condition #1 Controls for Total Base Shear
By Inspection, Force Distribution for intermediate shelves without LL are negligible.
Moment calculation for each column is based on total seismic base shear.
Column at center of rack is the worst case for this shelving rack system.
Column Design in Short Direction : Ms := (vtd + V«) = 9.26ft-lb
42
Bending Stress on Column - fbx := Ms-Sx~ * = 2.78-ksi
Allowable Bending Stress - Fb := 0.6-Fy = 19.8-ksi
Bending at the Base of Each Column is Adequate
Deflection of Shelving Bays - worst case is at the bottom bay
(Vtd + Vt|)-S3
S 3
A:=- —=0.017-in — = 1.1745 x 103
12-E-IX A
At := A-(N - 1) = 0.0511-in Aa := 0.05-ht = 3-in
if(At < Aa, "Deflection is Adequate", "No Good") = "Deflection is Adequate"
Moment at Rivet Connection:
MSShear on each rivet - vr •= = 74 Ib
1'5'in dr2-3.14 ,
dr := 0.25-in Ar := = 0.0491-inz
vr
4
Steel Stress on Rivet - f. •= — = 1.5098-ksi
Ar
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Allowable Stress on Rivet - Fvr := 0.4-80-ksi = 32-ksi
RIVET CONNECTION IS ADEQUATE FOR MOMENT CONNECTION FROM BEAM TO POST
Find Allowable Axial Load for Column :
Allowable Buckling Stresses -
Jex.x •= 158.06-ksi °ex :=- 158.06-ksi
Distance from Shear Center
to CL of Web via X-axis ec~
t-hc
2-bc
2
4-IY
ec = 1.2706-in
Distance From CL Web to Centroid -
Distance From Shear Center
to Centroid -
Polar Radius of Gyration -
Torsion Constant -
Warping Constant -
x- := 0.649-in - 0.5-t
XQ := x- + ec
- V
Cw:=t-b3-h2 f3-b-t+2-h-t
12 6-b-t+h-t
Xo=1.8821-in
r0=1.996-in
3 = 0.00063-in4
Cw = 0.0339-in6
Shear Modulus -G := 11300-ksi
at:=
Ap-r0
G-J
7r2-E-Cu
(Kt-k)2
o-t = 35.8342-ksi
= 0.1109
Fet ==- ^/ (o-ex + (jt)2 - 4- (3-o-ex-atJ F^ = 29.7168-ksi
Elastic Flexural Buckling Stress - Fe := if
Allowable Compressive Stress -Fn := if
Factor of Safety for Axial Comp. - n \- 1.92
4-F0
Fe = 29.7168-ksi
Fn = 23.8385-ksi
20
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Find Effective Area -
Determine the Effective Width of Flange -
Flat width of Flange -
Flange Plate Buckling Coefficient -
Flange Slenderness Factor -
Effective Flange Width -
Determine Effective Width of Web -
Flat width of Web -
Web Plate Buckling Coefficient -
Web Slenderness Factor -
Effective Web Width -
Effective Column Area -
Nominal Column Capacity -
Allowable Column Capacity -
Check Combined Stresses -
Wf := b-0.5-t
kf := 0.43
1 052 wfX.U-J^ T ..Xf :=__.—-. _
wf = 1.4625 -in
= 0.8969
I 1 °'22 I 1pf:=rvK pf = 0.8414
be := if(xf > 0.673, pf-Wf, wf) be = 1.2306-in
ww := h -1
kw := 0.43
1.052 ww
Y *w
11 °-221 1
pw := 1
ww = 1.425-in
Xw = 0.8739
Pw = 0.8562
he := if(xw > 0.673, pw-ww, ww) he = 1.2201-in
Ae:=t.(he+be)= 0.1838-in2
Pn=4382lb
= 2282lb
POX-
Per:= Pcrx
Magnification Factor -
Combined Stress:
Pcn< =Ib
Prr = 42933 Ib
ct:= -
rcr
a = 0.9972 Cm:=0.85
= 0.1471 MUST BE LESS THAN 1.0
Final Design: 'L1 POSTS WITH BEAM BRACKET ARE ADEQUATE FOR
REQD COMBINED AXIAL AND BENDING LOADS
NOTE: Pp is the total vertical load on post, not 67% live load, so the design is conservative
21
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STEEL STORAGE RACK DESIGN - 5'-0" SHELVES
PER 2009 IBC & 2010 CBC - 2208 & ASCE-7 SECTION 15.5.3
Find Overturning Forces :
Ht:=5.00-ft
d := 1.50-ft
N:=4
Total Height of Shelving Unit -
Depth of Shelving Unit -
Number of Shelves -
Height to Top Shelf Center of G -
Width of Shelving Unit - w := 4.00-ft
WORST CASE
Vertical Shelf Spacing -S := 20.0-in
Height to Shelf Center of G -(N + 1)
From Vertical Distribution of Seismic Force previously calculated -
Controlling Load Cases -
Weight of Rack and 67% of LL - W := (Wd + 0.67-W,) • N
Seismic Rack and 67% of LL - V := Vtd + 0.67-Vt|
Ma:= FrO.O-S+ F2-1.0-S+ F3-2.0-S+ F4-3.0-S
Mb:= F9-8.0-S+F10-9.0-S
Overturning Rack and 67% of LL -
Weight of Rack and 100% Top Shelf - Wa := Wd'N + W,
Seismic Rack and 100% Top Shelf - Va := Vtd + Fj
Overturning Rack and 100% Top Shelf - Ma := Vtd-hc + Frhtop
Controlling Weight -
Controlling Shear -
Controlling Moment -
Tension Force on Column Anchor -
per side of shelving unit
Shear Force on Column Anchor -
Wc:= if(w>Wp,W,Wp)
Vc:=if(V>Va,V,Va)
Mot:=if(M>Ma,M,Ma)
Mot WcT:= 0.60
d 2
T:= if(T<0-lb,0-lb,T)
= 4.1667-ft
W = 184.9722 Ib
V = 32.7564 Ib
M:= Ma = 127ft-lb
Wa = 100.9722 Ib
Va = 17.881 Ib
Ma = 81.9ftlb
Wc = 184.972 Ib
Vc = 32.756 Ib
Mot = 127.39 ft-Ib
T = 29.43 Ib
T = 29.4323 Ib
V = 16.4lb
USE: HILTI KWIK BOLT TZ ANCHOR (or equivalent) -
USE 3/8"(|> x 2" embed installed per the requirements of Hilti
Allowable Tension Force - Ta := 1006-Ib For 2500psi Concrete
Allowable Shear Force -Va:=999-lb
Combined Loading -1.0-T 1.0-V^
V,="0.046 MUST BE LESS THAN 1.20
22
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Connection from Steel Racks to Wall
Ibpsi:=-
inSeismic Analysis Procedure per ASCE-7 Section 13.3.1:
Average Roof Height - hr = 20ft
Height of Rack Attachments - zb := z + ht = 5 ft At Top for fixed racks connected to walls
Seismic Base Shear Factor - Vt :=Vt = 0.3099
Shear Factor Boundaries -
Seismic Coefficient -
Number of Shelves -
Weight per Shelf -
Total Weight on Rack -
Seismic Force at top and bottom -
Connection at Top:
Standard Stud Spacing -
Width of Rack -
Number of Connection Points -
on each rack
Force on each connection point -
Capacity per inch of embedment -
Required Embedment -
For Steel Studs:
Pullout Capacity in 20 ga
studs - per Scafco
Vtmin := 0.3.SDs-Ip
Vtmax := l-6-S|>s-Ip
Vt:=if(Vt>Vtmax>Vtmax,Vt)
Vt:=if(Vt<Vtmin,Vtmin,Vt)
Vt = 0.3099
N=4
Wtf := 50-Ib
WT:=0.667-4-Pp
0.7-Vt-WT
Sstud:= 16-in
w = 4ft
wNc := floor
Vsstud
jb
inWs:= 135—
W
Vtmin = 0.2479
Vtmax = 1.3223
Vt = 0.31
WT = 167.3985 Ib
Tv = 18.1571 Ib
Nc =
Fr = 6.0524 Ib
ds = 0.0448-in
T20 := 84-Ib For #10 Screw - per Scafco
MIN #10 SCREW ATTACHED TO EXISTING WALL STUD IS
ADEQUATE TO RESIST SEISMIC FORCES ON SHELVING UNITS.
EXPANSION BOLT IS ADEQUATE BY INSPECTION AT THE BASE
23
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STEEL ANIT-TIP CLIP AND ANTI-TIP TRACK DESIGN
Tension (Uplift) Force on each side - T = 29.4323 Ib
Connection from Shelf to Carriage = 1/4" diameter bolt through 14 ga. steel:
Capacity of #12 screw (smaller than 1/4" diam. bolt)
in 16 ga. steel (thinner than 14 ga. posts and clips) -Zc:=349-lb
if(T < 2-Zc, "(2) 1/4" Bolts are Adequate", "No Good") = "(2) 1/4" Bolts are Adequate"
Use 3/16" Diameter anti-tip device for connection of carriage to track
Yield Stress of Angle Steel - Fy := 36-ksi
Thickness of Anti-tip Head - tg := 0.090-in
Width of Anti-tip Rod + Radius - br := 0.25-in
Width of Anti-tip Head-
Width of Anti-tip Flange -
Tension Force per Flange leg -
Bending Moment on Leg -
Section Modulus of Leg -
Bending Stress on Leg -
ba:= 0.490-in
_ba-brL*'-~r
T, := 0.5-T
M,:=-^
S,:=
= 0.12-in
T, = 14.7162 Ib
M| = 0.073581 -ft- Ib
S, = 0.0007-in3
fb = 1.3348-ksi
Ratio of Allowable Loads -
Width of Anti-Tip track -
Thickness of Aluminum Track -
Spacing of Bolts -
Section Modulus of Track -
Design Moment on Track -
for continuous track section
Bending Stress on Track -
= 0.04940.75-Fy
L:=5.1-in
tt := 0.25• in Average Thickness
Stb:=22.5-in
St:= 0.0921-in3 S
MUST BE LESS THAN 1.00
M:=
= 0.0921-in3
= 6.9ft-lb
M fb = 0.8988- ksi
Allowable Stress of Aluminum - Fb := 21-ksi :
ANTI-TIP CLIP STEEL CONNECTION AND TRACK ARE ADEQUATE
24
Conterminous 48 States
2005 ASCE 7 Standard
Latitude = 33.0722
Longitude = -117.26800000000001
Spectral Response Accelerations Ss and S1
Ss and S1 = Mapped Spectral Acceleration Values
Site Class B - Fa = 1.0 ,Fv = 1.0
Data are based on a 0.01 deg grid spacing
Period Sa
(sec) (g)
0.2 1.231 (Ss, Site Class B)
1.0 0.462 (S1, Site Class B)
Conterminous 48 States
2005 ASCE 7 Standard
Latitude = 33.0722
Longitude = -117.26800000000001
Spectral Response Accelerations SMs and SM1
SMs = Fa x Ss and SM1 = Fv x S1
Site Class D - Fa = 1.007 ,Fv = 1.538
Period Sa
(sec) (g)
0.2 1.240 (SMs, Site Class D)
1.0 0.710(SM1, Site Class D)
Conterminous 48 States
2005 ASCE 7 Standard
Latitude = 33.0722
Longitude = -117.26800000000001
Design Spectral Response Accelerations SDs and SD1
SDs = 2/3 x SMs and SD1 = 2/3 x SM1
Site Class D - Fa = 1.007 ,Fv = 1.538
Period Sa
(sec) (g)
0.2 0.827 (SDs, Site Class D)
Fasteners (Screws and Welds)SCAFCaSteel Sttiq Manufacturing Ca.
Screw Table Notes
1. Screw spacing and edge distance Shall not be less than 3 x D. (D = Nominal screw dtarrjeter)
2. The allowable screw values are based on the steel properties of the members being connected, per AISI section
E4. ' ' '
3. When connecting materials of different metal thicknesses or yield strength, the lowest applicable values should be
used.
4. The nominal strength of the screw must toe at least 3,75 times the allowable loads,
5. Values include a 3,0 factor of safety,
6. Applied loads may be multiplied by 0.75 for seismic or wind loading, per AISI A 5,1,3,
7. Penetra|Qn of screws through jotted miteriais should not be less than 3 exposed threads. Screws should be
installed and tightened in aoiordanee With screw manufacturer's recommendations,
Allowable Loads lor Screw Connections (Ibs/screw)
Weld Table Notes
1 , Weld capacities blsed on AJSI, section E2,
2. When eoitttecttng rnateriate of different metal thickness or tensile strength <Fu), the lowest applicable values
be iuised.
4, BaseJ cift trie mWmum allpwtRoe load for fillet or flare groove welds Jtangt^
5, Altewabte loads based on EfOxx electrodes
6, For material le^s than or ej£|ual to »i^4Jf thick, drawings show nominal we)d size> Far such material, the effective
throat of the weld ^hail noi t?e less than the thickness of the thinnest 0e»nne<|fed part,
Allowable Loads For Fillet Welds And Flare Groove Welds
764
68
97 0-0713 33
33
45
45
963
1373
118 0.1242 33 45 1677
54
68 0.0566
0:0713
5050 65
65
1104
1390
•97
118
0.1017
0,1242
50
50
65
65
1983
2422
48
Page 11 of 14 ESR-1.917
TABLES—KB-TZ CARBON AND STAINLESS STEEL ALLOWABLE SEISMIC TENSION (ASDJ, NORMAL-WEIGHT
CRACKED CONCRETE, CONDITION B (pounds)'*3
Nominal
Anchor
Diameter
3/8
1/2
5/8
3/4
Embedment
Depth KM
(in.)
2.
2
31/4
3 1/8
4
33/4
43/4
Concrete Compresslve Strength2
f'qs 2,500 psi
Carbon
steel
1,006
1,065
2,178
2,081
3,014
2*736
3;9PO
Stainless
steel
1,037
1,212
2,207
2,081
2,588
3,594
3,900
fc = 3,000 psl
Carbon
steel
1,102
1,167
2,386
2,280
3,301
2,997
4,272
Stainless
steel
1,136
1,328
2,418
2,280
2,835
3,937
4,272
f 0 = 4,000 psl
Carbon
steel
1,273
1,348
2,755
2,632
3,812
3,460
4,933
Stainless
steel
1,312
1,533
2,792
2,632
3,274
4,546
4,933
fe = 6,000 psf
Carbon
stee!
1*559
1,651
3,375
3,224
4,669
4,238
6,042
Stainless
steel
1,607
1,878
3,419
3,224
4,010
5,568
6,042
For SI: t lbf=4,4SN, 1 psI=Oi008B9MPa For pound-inch unite: 1 mm * 0.03937 inches1 Values are for single anchors with no edge distance or spacing reduction, for other cases, calculation of Ra as per AC) 318-05 and conversion
to ASQ In^acawtfanctf vilitti Sectjipn 4*2,1 Eg, ^| is required,JValues are for normal weight concrete. For sand-lightweight concrete, multiply values by 0.60.
Condition B applies where supplementary reinforcement in conformance with ACI318-05 Section D.4.4 is not provided, or where pullout or
pryout strength governs. For cases where the presence of supplementary reinforcement can be verified, the strength reduction factors
associated with Condition A may be used.
TABLE 10—KB-TZ CARBON AND STAINLESS
STEEL. ALLOWABLE SEISMIC SHEAR LOAD (ASD),
(pounds)1
Nominal
Anchor
Diameter
3/8
1/2
5/8
3/4
Allowable Steel Capacity, Seismic Shear
Carbon Steel
999
2,839
4,678
6,313
Stainless Steel
1,252
3,049
5,245
6,477
For SiJllbf= 4.45 N
Values are for single anchors with no edge distance or
spacing reduction due to concrete failure.
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