HomeMy WebLinkAbout2712 LOKER AV WEST; ; CB060356; PermitCity of Carlsbad
1635 Faraday Av Carlsbad, CA 92008
04-20-2006 Commercial/Industrial Permit Permit No: CB060356
Building Inspection Request Line (760) 602-2725
Job Address: 2712 LOKER AV WEST CBAD
Permit Type: Tl Sub Type: COMM
0
NEW
Parcel No: 2090810100 Lot#: Status:
Valuation: $40,000.00 Construction Type: Applied:
Occupancy Group: Reference #: Entered By:
Project Title: STAPLES-STORAGE RACKS
Applicant:
HERNAN CHAVEZ
STE 111
12631 E IMPERIAL HWY 90670
562 863-1981
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 #2 Fee
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
$298.59
$0.00
$194.08
$100.00
$0.00
$8.40
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
Plan Approved:
Issued:
Inspect Area:
Plan Check#:
Owner:
FRANZ-LOKER L L C
2710 LOKER AV
CARLSBAD CA 92010
Meter Size
Add'l Reel. Water Con. Fee
Meter Fee
SDCWA Fee
CFD Payoff Fee
PFF (3105540)
PFF (4305540)
License Tax (3104193)
License Tax (4304193)
Traffic Impact Fee (31 05541)
Traffic Impact Fee (4305541)
PLUMBING TOTAL
ELECTRICAL TOTAL
MECHANICAL TOTAL
Master Drainage Fee
Sewer Fee
Redev Parking Fee
Additional Fees
HMP Fee
ISSUED
02/13/2006
RMA
04/20/2006
04/20/2006
$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
??
TOTAL PERMIT FEES $601.07
Total Fees:
Inspector:
$601.07 Total Payments To Date: $601.07 Balance Due:
BUILDING PLANS
V INSTORAGE
_ATTACHED
\ ~/ FINAL.A~L
Date: ~ Clearance:
$0.00
NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively
referred to as "fees/exactions." You have 90 days from the date this permit was issued to protest imposttion of these fees/exactions. If you protest them, you must
follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for
processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack,
review, set aside, void, or annul their imposition.
You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity
changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any
fees/exactions of which_\/_OU have_Q[eviousi'Lbeen_aiven a NOTICE similar to this or as to which the statute of limitations has oreviouslv otherwise exoired.
PERMIT APPLICATION
CITY OF CARLSBAD BUILDING DEPARTMENT
1635 Faraday Ave., Carlsbad, CA 92008
Legal Description Lot No. Subdivision Name/Number Unit No. Phase No. Total # of units
Assessor's Parcel # Existing Use Proposed Use·
Description of Work #of Bedr oms "'l,p. 'S~fl_~ -X>.'-13<./ 'so. FT. #of Stories # of Bathrooms
~ONTACI'!t;PEf!l!lqi\i'(Dfdifflj~~~~tlromapplicant} · · .'AM:. <d•:;:;,,;, ,ID~!l&l~~c.:~~~~-_..l,~::tL_..t:.,..,~~H!:~~~~~____!::~~~~-s~:....~~~~:!.!!(L;:~$e:..qQ,.ro·rs~) is'i:t,~s,
City State/Zi Telephone # Fax #
<@,.owner ribl Ag'ent fo~l:iJ,y.mer :fb,?<'''::JIF;~~l . ····~~ 4 f? fV
Name
4. ., P.RORijfiJC¥ OVYI\ItR
?ni'UES
Name
i;Q~!l!i:;:;: CONTMCT,!lil " CQMP.ANY NAME·'
Address
IS"OC
Address
s
City
o~tc
City
State/Zip Telephone#
sc;;::;zi;' T1:~ 1 ,,:,~~e~!~;)s~';·~ r&:'
(Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its
issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law
[Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code] or that he is exempt therefrom, and the basis for the alleged
e)IE)mption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars [$500]). J •'cr~e,v <So,......, .:r_;,_;£:-/AIItt-~.'vf\rS' P. O.j3o;L 1 t'"7Sr I'J-4Vfor'f f3GAch C?~ C!..<zl·$15'
State License # ----------
'Jf:!Jl!j~J!ftQRKE'RS~·.COMP'EliJI:$ATION
Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations:
~ I 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.
0 I 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 worker's compensation insurance carrier and policy number are:
Insurance Company Policy No. ____________ _ Expiration Date _______ _
(THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$1001 OR LESS)
iJ'" 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 doll~1~~-~~-~ildiJ to the cost of compensation, damages as provided for in Section 3706 of the Labor Cfde •. interest and attorney's fees. SIGNATUR~ • .--DATE 412o{.96_· __ _
.yii'WlY'i5WIIJE'R:-BUI~P~'i\Di!cl:iJ£!iB.IION .· ''"'"''"•··•· · · ;;di• ·
I hereby affirm that I am exempt from the Contractor's License Law for the following reason:
0 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).
0 I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Busi1ness 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).
0 I am exempt under Section ______ Business and Professions Code for this reason:
1. I personally plan to provide the major labor and materials for construction of the proposed property improvement. 0 YES []NO
2. I (have I have not) signed an application for a building permit for the proposed work.
3. I have contracted with the following person (firm) to provide the proposed construction (include name I address I phone number I contractors license number):
4. I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name I address 1 phone
number I contractors license numberl=--------------------------------------------------
5. I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name I address 1 phone number 1 type of work):. _______________________________________________________________________________________________________________ __
PROPERTY OWNER SIGNATURE-----------------------
·.COMPLETE T.HI~.~ECTIQIIfiFORtiQ.i/Ili.~S/DEfi/T/AliBUILDiN'Q.;f'eRMITS'oNt,Y,.::,
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? 0 YES 0 NO
Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? 0 YES 0 NO
Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? 0 YES 0 NO
IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HJ~S MET OR IS MEETING THE
REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT.
'8. (:()NSTFiUG.'riollljtfeiiiD.I.fl(ff~~ENCV · ··
I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097(i) Civil Code).
LENDER'S NAME--------------
;9, •: ;~~ei;)CANT:'tii!BJifiCAfiolll•
I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all
City ordinances and State laws relating to building construction. I hereby authorize representatives of the Cit\! of Carlsbad to enter upon the above mentioned
property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSIBAD AGAINST ALL LIABILITIES,
JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GR,,~NTING OF THIS PERMIT.
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 and void if the building or work
authorized by such permit is not commenced · in 180 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned
at any time after the work is com nod of 18 ection 106.4.4 Uniform Building Code).
DATE 02 p ~"'~A'-/)-=~==------
City of Carlsbad Bldg Inspection Request
For: 05/08/2006 ~
Permit# CB060356
Title: STAPLES-STORAGE RACKS
Description:
Sub Type: COMM Type: Tl
Job Address: 2712 LOKER AV WEST
Suite: Lot 0
Location:
OWNER FRANZ-LOKER L L C
Owner:
Remarks: AM PLEASE
Total Time:
CD Description Act Comment
Phone: 7147423640
Inspector:
Requested By: DAVID
Entered By: CHRISTINE
14 Frame/Steel/Bolting/Welding _k{l ______ _
~ f'PI\tai -trf~~~~---
Comments/Notices/Hold
Associated PCRs/CVs Original PC#
Inspection History
Date Description Act lnsp Comments
EsGil Corporation
In IPartnersliip witli qovernment for c.Bui{aing Safety
DATE: 3/24/06
JURISDICTION: City of Carlsbad
PLAN CHECK NO.: 06-0356
PROJECT ADDRESS: 2712 Loker Avenue West
PROJECT NAME: Storage Racks for Staples
SET: II
& APPLIC~ 0 JURIS.
0 PLAN REVIEWER
0 FILE
D The plans transmitted herewith have been corrected where necessary and substantially comply
with the jurisdiction's building 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.
D The plans transmitted herewith have significant deficiencies identified on the enclosed check list
and should be corrected and resubmitted for a complete recheck.
D The check list transmitted herewith is for your information. The plans are being held at Esgil
Corporation until corrected plans are submitted for recheck.
D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant
contact person.
D The applicant's copy of the check list has been sentto:
~ Esgil Corporation staff did not advise the applicant that the plan check has been completed.
D Esgil Corporation staff did advise the applicant that the plan check has bee~n completed.
Person contacted: Telephone #:
Date contacted: (by: )
Mail Telephone Fax In Person
REMARKS: City to field verifies that the pat
the rack area and the bathrooms serving t
access requirements.
Fax#:
ravel from the handicapped parking space to
rack area comply with all the current disabled
By: David Yao Enclosures:
Esgil Corporation
0 GA 0 MB 0 EJ 0 PC 3/20 trnsmtl.dot
9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576
EsGil Corporation
In CI'artnersnip witn government for (]JuiMing Safety
DATE: 2/24/06
JURISDICTION: City of Carlsbad
PLAN CHECK NO.: 06-0356
PROJECT ADDRESS: 2712 Loker Avenue West
PROJECT NAME: Storage Racks for Staples
SET: I
D APPLI~JT ctrJQRj~
D PLAN REVIEWER
D FILE
D The plans transmitted herewith have been corrected where necessary and substantially comply
with the jurisdiction's building codes.
D 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.
D 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 bE~ing held at Esgil
Corporation until corrected plans are submitted for recheck.
D The applicant's copy of the check~11ist is enclosed for the jurisdiction to forward to the applicant
contact person. ,
~ The applicant's copy of the check list has been sent to:
Hernan Chavez 12631 E. Imperial Hwy. Bldg. E Suite 111 Santa Fe Springs, CA 90670
D 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: Hernan Chavez (v.M~ Telephone#: (562)863-1981
Date contacted: z,J-.1.oc, (by:~ ) Fax #: (562)864-8784
Mail Telephone v Fax./ In Person
D REMARKS:
By: David Yao Enclosures:
Esgil Corporation
0 GA 0 MB 0 EJ 0 PC 2/16 trnsmtl.dot
9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576
' City of Carlsbad 06-0356
2/24/06"
GENERAL PLAN CORRECTION LIST
JURISDICTION: City of Carlsbad
PROJECT ADDRESS: 2712 Loker Avenue West
DATE PLAN RECEIVED BY
ESGIL CORPORATION: 2/16
REVIEWED BY: David Yao
FOREWORD (PLEASE READ):
PLAN CHECK NO.: 06-0356
DATE REVIEW COMPLETED:
2/24/06
This plan review is limited to the technical requirements contained in the Uniform 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. Per Sec. 1 06.4.3,
1997 Uniform Building Code, the approval of the plans does not permit the violation ,of any
state, county or city law.
• Please make all corrections on the original tracings, as requested in the correction list. Submit
three sets of plans for commercial/industrial projects (two 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.
• To facilitate rechecking, please identify, next to each item, the shee~t 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?
0 Yes 0 No
' City" of Carlsbad 06-0356
2/24/06
1. Provide a rack layout plan showing the location of all racks.(One of the sheet of the plan
shows mobile storage system-carriage and track assembly. Does this system use in this
project? Please clarify.)
2. Only the storage racks are included in this plan review
3. Provide a statement on the Title Sheet of the plans that this project shall comply with
Title 24.
4. UBC Section 107.2 requires the Building Official to determine the total value of all
construction work proposed under this permit. Please provide a signEld copy of the
designer's or contractor's construction cost estimate of all work proposed.
5. Provide a note on the plans indicating if any hazardous materials will be stored and/or
used within the building which exceed the quantities listed in UBC Tables 3-D and 3-E.
6. 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.
7. Obtain Fire Department approval for groups F, M and S occupancy storage per UBC
Sections 306.8, 309.8 and 311.8.
8. Provide forklift protection per Section 2222.5.(or check exception)
Recheck the "pallet" racks as follows:
9. Recheck all connections on sheet #1393-A as follows:
a) The rivet bearing capacity is only dtFu = 0.406(0.0747)65 = 2 kips.
b) Provide calculations for all beam to bracket weld capacities per Section 2330
(allowable weld stress is the member thickness times 26 ksi times 1.33, or the
weld stress, whichever is lower).
c) Check the bracket maximum weak axis moment.
10. Provide calculations for the column weak axis bending plus axial for transverse seismic
loading. The axial load is the maximum compression load at the base from vertical plus
seismic overturning. The column moment will probably be maximum for the lateral load
from the base plate to the first diagonal brace (not only to the first horizontal member).
11. The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive,
Suite 208, San Diego, California 92123; telephone number of 858/5610-1468, 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 06-0356
2/24/o6
VALUATION AND PLAN CHECK FEE
JURISDICTION: City of Carlsbad PLAN CHECK NO.: 06-0356
PREPARED BY: David Yao DATE: 2/24/06
BUILDING ADDRESS: 2712 Loker Avenue West
BUILDING OCCUPANCY: TYPE OF CONSTRUCTION:
BUILDING AREA Valuation Reg. VALUE
PORTION (Sq. Ft.) Multiplier Mod.
storage racks estimate
Air Conditioning
Fire Sprinklers
TOTAL VALUE
Jurisdiction Code cb By Ordinance
Bldg. Permit Fee by Ordinance
Plan Check Fee by Ordinance
Type of Review: 0 Complete Review D Structural Only
0 Repetitive Fee --~~-;] Repeats
D Other
D Hourly .___ ___ __.I Hour *
Esgil Plan Review Fee
Comments:
($)
40,000
40,000
[ $298.591
[_' __ $1_94_.o___.sl
[ ___ $_16_7_.2___.11
Sheet 1 of 1
macvalue.doc
PLANNING/ENGINEERING APPROVALS
PERMIT NUMBER CB Q(p 0 3 5 (p. · DATE cJ---. ( 4 -. 0 lp
ADDRESS .£/-t~~·A;.·v~ ~ ,!Lo~w·~~T
... ~~
"RESIDENTIAL
RESIDENnAL ADDITION MINOR
( < $10,000.00)
PLANNER----~-· __ · . -...,.....;·-· ·_"···_ .. ,-_, _
//
/. '/ / ~···it!~ ENCINEER
PLAZA CAMINO REAL
CARLSBAD COMPANY STORES
VILLAGE FAIRE
COMPLETE OFFICE BUILDING
DATE ·cti-Wr::
I I ·
Carlsbad Fire Department
Plan Review Requirements Category: TI , COMM 1~ ~
Reviewed by: -------'4---.,
1
(#-.. -"~'-----if' ----'lo<-·--Date of Report: 02-15-2006
Name:
Address:
Permit#: CB060356
Job Name:
Job Address:
STAPLES-STORAGE RACKS
2712 LOKER AV WEST CBAD
INCOlUPLETE TH:e item yol:l fl:aye Sl:lbmitted for reYie-w is incomplete. At tftis time, tftiiS office caooot
ad.eEfHately concJ.act a reviSJ.v to aetermine compliance with ths applicabls codss and/or staRdards. Please reviev1
cat:efully all col+Y:IH~R.ts attached. Please resubmit the necessary plans and1or specifications, v,rith ohanges "olol:ldee",
t~ this ~ffiee f~r rcv,riew aH:d approYal.
Conditions:
Cond: CONOOO 1106
[NOT MET] Refer to Article 1 ofthe California Fire Code for permits required for this process.
Occupant or Occupants representative shall be required to apply for and secure a Fire Department
Permit prior to Final Inspection. Please contact this office at (760)-602-4665 for application
information.
Cond: BP022
[NOT MET] Comply with Articles 1 and 81 of the California Fire Code for high-piled combustible
storage.
High piled combustible storage is storage of combustible materials of more than 500 square feet
where materials are stored over 12 feet in height from the floor to the top of the storage. For
certain high-hazard commodities, storage height over 6 feet will require a permit from the fire
department.
Cond: CON0001107
[MET]
APPROVED: 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
ngineering
1729 S. Douglass RD, Ste B Anaheim, CA 92806 Tel: 714.456.0056 Fax: 714.455.0066
Project: STAPlES #1393
Project #: f-011806-7
Date: 03/14/06
STRUCTURAl REQUIREMENTS:
Address: NWC PALOI'-1AR AIRPORT RD. & LOKER
CARLSBAD, CA.
Project#: 06-0356
Plan Revie\v Responses
9. PLEASE SEE CALCULATION PAGE 9 FOR REVISED BEAiVJ TO COLUf.1N ANALYSIS AS REQUIRED.
10. PLEh.SE SEE REVISED CALCULATIONS PAGE 7.3 WHERE WEAK AXIS BENDING PLUS AXIAL FOR TRANSVERSE
SEISMIC LOADING HAS BEEN PROVIDED.
PLEASE FEEL FREE TO CALL WITH ANY QUESTIONS YOU MAY HAVE REGARDING THE ABOVE ~1ATTERS.
SINCERELY,
BOB SHARIF!
ruct ral
1729 S. Douglass l<.d, Suite B
Anaheim, CA 92806
Tel: 714.456.0056 Fax: 714.456.0066
e-mail: sceng@engineer.ccm
Project Name : STAPLES tti393
Project Number: F-011806-7
Date : 03/14/06
Street: NWC ,PALOMAR AIRPORT RD. $ LOKER
City/State : CARLSBAD, CA.
Scope of Work: LIGHT DUTY STORAGE RACK
St~iural
Von~ts ~· l::ngineering
1725 S. Douglass Rd, Ste D, CA 92806 Tel: 714.456.0056 Fax: 714.456.0066
By: BOB 5. Project: STAPLES #1393 Project#: F-011806-7
TABLE OF CONTENTS
Title P<Jqe ..................................................................... . 1
Tclble of Contents ............................................................ . 2
Desiqn D<Jt'l <Jnd Deflnitioi1 of Components ........................... . 3
Critic<JI Confiqur<Jtion ...................................................... .
Seismic Lo<Jds ................................................................. . 5 to 6
Column ....................................................................... . 7
Be<Jm <Jnd Connector ...................................................... .. 8to 9
Br<Jcinq .................................................................. ·· .... . 10
Anchors ....................................................................... . 11
B<Jse Plate .................................................................... .. 12
Si<Jb on GrCJde ................................................................ . 13
Other Confiqurations ..................................................... .. 14
f\~obile Shelvinq Overturninq AnCJlysis .................................. . 15 to 16
Gondola Shelving Analysis ................................................ . \0. to%>
Staples Select1ve F-0 I 180G-7 120X8X3G Page ?_ of -~ 1/18/200C
St~tural
Von~ts ~ ~ / . ngineering ~ ..
1725 S. Douglass Rd, Ste D, CA 92806 Tel: 714.456.0056 Fax: 714.456.0066
By: BOB 5. Ptojed: STAPLES #1393 Project#: F-011806-7
Design D<lti:l
1) The <l'l<liyses conforms to the requirements of the 2001 CBC utilizing division X of ch;qpter 22 <1nd section 16~)0.2
2) Tr<msverse br<Jceq fr<Jme steel conforms to ASTM A570, Gr.45, with minimum )'hength, Fy=45 ksi
Longitudin<Jl fr'lme be<1m <Jnd connector steel conforms to ASTM A570, Gr.4-5, with minimum yield, Fy=45 ksi
All other steel conforms to ASTM A36, Gr. 36 with minimum yield, Fy= 36 ksi
3) Anchor bolts sh'lll be provided by inst'lller per lCBO reference on pL:;ns <Jnd c<Jiculations herein. Installer must
provide any speciC!I inspection <JS cqlled out on pl<1ns or c;qlcul'ltions, or as required by the lCBO report inc\ic'!ted herein.
4) All welds sh<Jll conform to AWS procedures, utilizing E70xx electroqes or simibr. All such welcls shC!ll be perfi)rmed
in shop, with no field welding <Jllowec\ other th<Jn those supervised by 'l licensed deputy inspector.
5) The reinforced s1C!b is 5"thick with minimum 2000 psi compressive strength. Soil be'!ring c'lpC!city is 500 psf
Definition of Comooneni:s
Frame
He1ght
front V1ew: Down A1sle
(Longitudinal) frame
=~
Column
Beam to Column
Connector
Base Plate and
Anchors
l
l
Sect1on A: Cross /\isle
CT ransverse ) frame
Horizontal
Brace
D1agonal
Bl--ace
The components herein <lre designed within the guidelines of the 2001 CBC <lnd with due regilrd to est<lblished
indushy st<lndilrds set forth by the Rclck Milnufucturer's Institute. The fin() I design of the system is v'llid only with
proper <lpprovql from the [urisdidion<JI building officiCJI.
Staples Select1ve F-0 I I 80G-7 I 20X8X3G Page ~ of~ I/ 18/200G
St~iural
\,., oni'iPts
·~Ji: · t: ngineering
1725 S. Douglass Rd, Ste D, CA 92806 Tel: 714.456.0056 Fax: 714.456.0066
By: BOB 5. Ptafect: STAPLES #1393 Ptoject #: F-011806-7
Contigur<Jtion & 5umm<Jry: Selective 120" high x 36" deep x 8' wide 5/R
T
60"
20" t I
60"
•.
T! I t I
\
120" \ 36" \ t \
I 36" I 1 I
Seismic Lone # Bm Lvls Be<tm lengt Fr4me Type
4 CN4=i.O) 2 96in Single Row
Component Description STRESS
Column Fy=45Ksi 3x3x14g4 P=1575 lb, M=128'!8 in-lb 0.55-0K
Column B4cker None None None N/A
Be4m Fy=45Ksi Lv! 1: StepBe<Jm 5"x2.125"x0.075g<J Lu=96 in I C4p<~dty: 5951 lb/pr 0.25-0K
Be<tm Connector Fy=45Ksi lvl1: 4 PIN OK I Mconn=10180 in-lb l Mc4p=4-3449 in-lb 0.23-0K
Br<tce-Horizont<tl Fy=45Ksi 1-5/8"x1-5/16"x16g4 0.1-0K
Bt<tce-Di<tgon<Jl Fy=45Ksi 1-5/8"x1-5/16"x16g<J 0.14-0K
B<Jse Pl<Jte Fy=36Ksi 4" X 55" X 0.25" thk I Fixity= 0 in-lb 0.32-0K
Anchor 1 per B;:Jse 0.5'' x 3.5" Embed HILTI KWIK BOLT II WEDGE ICBO ESR 1355 0.1-0K
Sl<Jb 5" thk x 2000 psi si<Jb. 500 pst Soil Be<Jring Pressure 0.19-0K
level lo<ld Story Force Story Force Column Column Conn. Be<'!m
Per level Be<Jm Spc Bt<Jce Tt<'!nsv Lon it. Axi;JI Moment Moment Connector
1,500 lb 60.0fn 36.0 fn 188lb 147lb 1,575 lb 12,818 "# 10,180 "# 4 PIN OK I
2 1,500 lb 60.0 in 36.0 in 375lb 295lb 788lb 4,421 "// 3,771 "# 4 PIN OK
36.0 in
563lb 442lb
Notes I
Staples Select1ve F-0 I 180G-7 I 20X8X3G Page4 of-~ 1/ 18/200G
By: BOBS. Project: STAPLES #1393
Seismic forces Configur2)tion: Selective 120" high x 36" deep x 8' wide 5/R
L'lter'!l'ln'llysis is performecl with regitrcl to sections 2228.5.2 '!nc\1630.2 oHhe 2001 CBC.
Bi!se she'!r is highest of: i) CvTW/(RT1.4) (EQ 30-4) <= 2SCti'W/(R'1.4) (EQ 30-5)
2) 0.11*Ci!TW/1.4 CEO 30-6)
3) O.B'Z'Nv'I'W/(R'14) CEO 30-7)
Tr'!nsvetse (Cross Aisle) Seismic Lo<~d
T= Ct'CHl75 = 0.11 sec
4)1.5%'CDL+LU CSec 2228.3.2)
Ct-tr<Jnsv= 0.020
v=a.3:J..= o.o15 V EO 30-4= 1.417
V E030-6= 0.035
B<~se Sheqr Coeff= 0.1786
v£030-7= 0.078 n-tyqnsv= 1
Vtr<HJsv= 0.1786 • (150 lb + 3000 lb)
= 563lb
Level
1
2
LL
1,500 lb
1,500 lb
LL!(n-tr'lnsv)
1,500 lb
1,500 lb
3,000 lb
DL
751b
75lb
150 lb
Longitudinitl (Down<Jlsle) Seismic Lo<Jd
T= Ct'CH)075 = 0.20 sec
Vm,o-4.= 0.612 <= Vm3o-s= §(t!¥@$'•••···········
Vm3o-6= 0.035 Vm3o-7= 0.061
60 in
120 in
W=3150 lb
wi'hi
94,500
189,000
283,500
Ct-long= 0.035
V·ma.3.2.= 0.015
B<~se She<!t Coeff= 0.1403 Vlong= 0:!403 • (150 lb + 3000 lb)
= 4421b
Level LL LU(n-long) DL hi
2
1,500 lb
1,500 lb
Staples Select1ve F-0 I 180G-7 I 20X8X3G
1.500 lb 75 lb 60in
1,500 lb 75 lb 120 in
3000 lb 150 lb W=3150 lb
Page 5 of~
wi'hi
94,500
189,000
283,500
Project#: F-011806-7
l= i.O
Seismic Zone 4, Z= 0.4
(<j= 0.44
N<~= 1.0
Cv= 0.64
Nv= 1.5
(Tr:~nsverse) R= 4.4
Fi Fi'hi
187.7lb
375.3lb
11,262-#
45,036-#
563lb I.=56,298
CLongitudin::d ) R= 5.6
n-lon<J= 1
Fi
'147.3 lb
294.7lb
442lb
1/18/200(;
St~tural
\,., onf~Pts
~· l:.ngineering
1725 S. Douglass Rd, Ste 0, CA 92806 Tel: 714.456.0056 Fax: 714.456.0066
By: BOBS. Ptoject: STAPLES #1393
Down<Jisle Seismic Lo<Jcts Configurili:ion: Selective 120" high x 36" cleep x 8' wicle 5/R
Determine the story moments by <Jpplyin<J ported ctn<Jlysis The bC~se plC!te is <JSsumecl to provide no fixity.
Seismic Story Forces
Vlon<J= 442 lb
Vcoi=Vfong/2= 221 lb
F1= 147lb
F2= 295lb
F3= 0 lb
Seismic Story Moments
MbC!se-mOJx= 0 in-lb <=== Defuult CCJpC!city
/V\bC)se-v= (Vcol'hieff)/2
= 6,409 in-lb <=== Moment <Join<J to b<Jse
Mbilse-eff= Minimum of Mbilse-mC!x ilncl Mb<Jse-v
= 0 in-lb
M 1-1= [Vcol' h1effi-MbC!se-eff
= (2211b ·58 <o)-0 in-lb
= 12,818 in-lb
Mseis= (Mupper+Mlower)/2
Mseis(i-1)= (12818 in-lb + 4421 in-lb)/2
= 8,619 in-Ib
LEVEL hi Axiill Loctcl
1 60 in 1,575lb
2 60 in 788[b
Mconn-ctllow(4 Pin)= 43,449 in-lb
Staples Select1ve F-0 I I 80G-7 I 20X8X3G
M 2-2= [Vcol-CF1)/2] " h2
= [221lb -147.4lb]'60 in/2
= 4,421 in-lb
Mseis(2-2)= (4421 in-lb + 0 in-lb)/2
= 2,210 in-fb
Summ<lly of Forces
Column Moment /V\seismic Mencl-fixity
12,818 in-lb 8,619 in-lb 1,561 in-lb
4,421 in-fb 2,210 in-fb 1,561 in-lb
Page lo of 0io
Mconn
10,180 in-lb
3,771 in-lb
Project#: F-011806-7
Beilm Connector
4 PIN OK l
4 PIN OK
I/I8/200G
St~tural
\,., oni'Pts
;;!I> E:ngineering
1725 S. Douglass Rd, Ste D, CA 92806 Tel: 714.456.0056 Fax: 714.456.0066
By: BOB 5. Project: STAPLES #1393 Project#: F-011806-7
Column Conffgur<:rtfon: Selective 120" high x 36" deep x 8' wfcle 5/R
Conforms to the requirements of Ch<~pter C5 of the 1996 A lSI Cold Formed Steel Design M<Jnu<Jl for combined bending <Jnd <Jxia.llo<Jds.
Section Pro erl:ies
Lo<~ds
Section: 3x3x14-g<J
AeFF = 0.643 in A 2
lx = 1.130 in"' 4-
Sx = 0.753 in "'3
rx = 1.326 in
nf-= 1.67
E= 29,500 ksi
Axi<Jl=P= 1,575 lb
Axi<Jl An4l sis
Kxlx/rx = 1.2"60"/1.326"
= 54.3
Fe= rr"'2E/CKUr)max"2
= 98.8ksi
Pn= Aeff'Fn
= 25,639lb
P/PC!= 0.12
Bending An<tlysis
ly = 0.749 in A 4
Sy = 0.493 in A 3
ry = 1.080 in
fy= 45 ksi
Cmx= 0.85
Moment=Mx= 12,818 in-lb
< 0.15
KyLy/ry = 1"36"/1.08"
= 33.3
Fy /2= 22.5 ksi
Qc= 1.92
Check: P /PCJ + tv1x/ MClx :S:: 1.33
l<x = 1.2
Lx = 60.0 in
Ky = 1.0
ly = 36.0 in
Cb= 1.0
(Column stresses@ Level1)
Fe > Fy/2
Fn= FyC1-Fy/4Fe)
r-3.000-1
R}oc
-~ ~0.075 1n
= 45 ksi'[1-45 ksi/(4-'98.8 ksi)]
= 39.9 ksi
Pa.= Pn/Qc
= 25639 lb/1.92
= 13,3531b
Pno= Ae'Fy P<Jo= Pno/Qc Myield=My= Sx'Fy
= 0.643 in A 2 '45000 psi
= 28,935lb
M<Jx= My/nf
= 33885 in-lb/1.67
= 20,290 in-lb
fJx= {1/[1-CQc'P/Pcr)]} A -1
= {1/[1-(1.92'1575 lb/63465 !b)]} A -1
= 0.95
Combine.:! Stresses
= 28935lb/1.92
= 15,070 lb
Per= n" 2EI/CKUmClx" 2
= Jt A 2'29500 ksi/(1.2'60 in) A 2
= 63,465lb
(1575lb/13353lb) + (12818 in-lb/20290 in-lb) = 0.74-< 1.33, OK
Staples Select1ve F-0 I 180G-7 I 20X8X3G
= 0.753 in A 3 '45000 psi
= 33,885 in-lb
(EO C5-3)
I/ 18/200G
1728 S. Douglass Rd, Ste B Anaheim, CA 92806 Tel: 714.456.0056 Fax: 714.456.0066
By: BOBS. Project: STAPLES #1393 Project#: F011806-7
Column-Exposed Post Check
Conforms to the requirements of Chapter C5 of the 1996 /:.JSI Cold Formed Steei Design Manual for combined bending and axial loads.
Check post protector requirement of 2001 CBC Sec 2222.5
Section Properties
Loads
Section: 3x3x14 ga
Aeff = 0.643 in"2
Ix = 1.130 inA4
Sx = 0.753 inA3
rx = 1.326 in
Qf= 1.67
E= 29,500 ksi
Ax:ia! Analysis
Kxlx/rx = 1.7*60"/1.326"
= 76.9
Fe= n"2E/(KL/r)maxA2
= 49.2ksi
Pn= Aeff*Fn
= 22,3191b
Iy = 0.749 inA4
Sy = 0.493 inA 3
ry = 1.080 in
Fy= 45 ksi
Cmx= 0.85
width= 3.000 in
depthl= 3.000 in
thickl= 0.075 in
Moment=Mx= 0 in-lb
Kyly/ry = 1*36"/1.08"
= 33.3
Fy/2= 22.5 ksi
Qc= 1.92
P/Pa= 0.14 < 0.15
Bending Analysis
Check: P/Pa + Mx/Max s 1.33
Pno= Ae*Fy
= 0.643 inA2 *45000 psi
= 28,935 lb
Max= f"'y/Qf
= 33885 in-lb/1.67
= 20,290 in-lb
j.JX= {1/[1-(Qc*P/Pcr)]}A-1
Combined Stresses
= {1/[1-(1.92*1575 lb/316231b)]}/\-1
= 0.90
Pao= PnojQc
= 289351b/1.92
= 15,070 lb
Kx = 1.7
Lx = 60.0 in
Ky = 1.0
Ly = 36.0 in
Cb= 1.0
Fe > Py/2
Fn= Fy(l-Fy/4Fe)
= 45 ksi*[l-45 ksi/(4*49.2 ksi)]
= 34.7 ksi
Pa= PnjQc
= 22319 lb/1.92
= 11,625 lb
Myield=My= Sx*Fy
= 0.753 inA3 * 45000 psi
= 33,885 in-lb
Per= n"2EI/(KL)max"2
= n"2*29500 ksi/(1.7*60 in)A2
= 31,6231b
(1575 lb/11625 lb) + (0 in-lb/20290 in-lb) = 0.10 < 50%, OK per sec. 2222.5
No Post Protector Required
ts
ngineering
1725 S. Douglass Rd, Ste D Anaheim, CA 92806 Tel: i14.45S.!W56 Fax: 714.456.0066
By: BOBS. Project: STAPLES #1393 Project#: F-011806-7
Column
Conforms to the requirements of Chapter C5 of the 1996 AISI Cold Formed Steel Design Manual for combined bending and axial loads.
Section Properties
loads
Section: 3x3x14 ga
Aeff = 0.643 inA2
Ix = 1.130 inA4
Sx = 0.753 in~"•3
rx = 1.326 in
Qf= 1.67
E= 29,500 ksi
Cb= 1.0
Kx = 1.7
Ky = 1.0
Movt= 64,743 in-lb
Frame Depth= 36 in
Seismic Axiai=Pv= Movt/d
= 1,798lb
Axial Analysis
Kxlx/rx = 1.7*60"/1.326"
= 76.9
Fe= nA2E/(KL/r)maxA2
= 49.2ksi
Pn= Aeff*Fn
= 22,3191b
P/Pa= 0.29 > 0.15
Bending Analysis
Check: P/Pa + (Cmy*f.!fy)/(l'iay*J-IY) ::; 1.33
P/Pao +My/May :5 1.33
Pno= Ae*Py
= 0.643 inA2 *45000 psi
= 28,935 lb
May= My(Qf
= 22185 in-lb/1.67
= 13,284 in-lb
jJX= { 1/[1-(Qc*P/Pcr)]}"-1
Combined Stresses
= {1/[1-(1.92*3373lb/31623lb)]}A-1
= 0.80
Iy = 0.749 inA4
Sy = 0.493 W'3
ry = 1.080 in
Py= 45 ksi
Cmx= 0.85
width= 3.000 in
depthl= 3.000 in
thickl= 0.075 in
lx = 60.0 in
Ly = 36.0 in
-+---------3.0"
I
3.0" 14ga
~ ~ JL ~+----+-0.75"
\( -
J
Transvers.e Elevat!oiJ
Static Axiai=Ps= 1,575 lb V= 563lb
h= 6 in
Ptotai=P= 3,373 lb
Kyly/ry = 1 *36"/1.08"
= 33.3
Py/2= 22.5 ksi
Qc= 1.92
Pao= Pno{Qc
= 289351b/1.92
= 15,070 lb
Moment=r~y= V*h
= 3,378 in-lb
Fe> Fy/2
Fn= Fy{1-Fy/4Fe)
= 45 ksi*(l-45 ksi/(4*49.2 ksi)]
= 34.7 ksi
Pa= PnfQc
= 22319 lb/1.92
= 11,6251b
Myield=t"iy= Sy*Fy
= 0.493 in-''3 * 45000 psl
= 22,185 in-lb
Per= nA2EI/(Kl)maxA2
= nA2*29500 ksi/(1.7*60 in)A2
= 31,6231b
(3373 lb/11625 lb) + (0.85*3378 in-lb)/(13284 in-lb*0.8) =
(3373\b/15070 lb) + (3378 in-lb/13284 in-lb) =
0.56
0.48
< 1.33, OK
< 1.33, OK
(EQ CS-1)
(EQ CS-2)
Page 7. 3 of ](p
1725 S. Douglass Rd, Ste D, CA 92806 Tel: 714.456.0056 Fax: 714.456.0066 =======================~-~~==~====================================== By: BOB 5. Project: STAPLES #1393 Project#: F-011806-7
Be<Jm Configur<ri:ion: Selective 120" high x 36" deep x 8' wide 5/R
The be<Jm to column connection is C)ssumed to provide p<Jri:iCII end fixity fm the be<Jm fr<Jme. The end moment cCjlcuiCited herein is Cldded
to the l<Jter<Jl force force port<d moment when CJnCJlyzinCJ the connection C<J?CJcity. Designed per section 2228 of the 2001 CBC.
Section Pro erties
Be<Jm Member= StepBeilm 5"x2125"x0.075g::J
_+·1.125 4-t-2.125~
Lo;:Jds
Bend in
Be<Jm CJt Level= 1
Be<Jm Type= Formed
lx= 3.159 in" 4
Sx= 1.249 in A 3
Length=L= 96.0in
Lu= 96.0 in
% End Fixity= 25 %
0 = 0.25
Mcenter= j?'Cwl" 2/8)
= 0.832'(wl"' 2/8)
Mends= 0'Mm<Jx(fixed ends)
= (wL"' 2/12)'0.25
= 0.0208'wl"' 2
Fb= 0.6 'Fy
= 27,000 psi
Fb-eff= 27,000 psi
Live Lo::Jd/P<Jir= i,500 lb
/V\center= 0.104 'wl A 2
= 7,807 in-lb
M= 7,807 in-lb
fb= (fv\/Sx)/C]
= 7,144 psi
Bending Cwcity= 5,951 lbir<~ir
Deflection
Defl-CJIIow= L/180
= 0533 in
Deflection CClp<lCity= 10,356 lb/PCJir
Be<Jm Weight= 4.0 lb/ft
Thickr,ess= 0.075 in
Be<Jm Sh<Jpe= Step
lmpCJct FiJctor (<J)= 0.875
Coeff j?= 0.104/0.125
= 0.832
T LC25
5.000 ':=z:=:;: _j__ J ':::====~ 0.075 lrl
Mcenter= Mcenter(simple encls)-0'Mcenter(fixecl encls)
= wl"' 2/8 -(0.25 ' wl A 2/12)
= wLA 2/8 -wl"' 2/48
= 0.104-' wl" 2
Fy= 45,000 psi
Deilcl LoiJcl/P<lir= (4 lb/ft) ' 2 ' 96 in/12
= 64 lb
Mends= 0.0208'wl A 2
= 1,561 in-lb
fb/Fb= 7144 psi/27000 psi
0.26 <= 1.0, OK
<=== Critic::JI
Defl= j5' [5wl"' 4/(384Tix)]
Dist LoCJcl=w= 8.1lb/in
l5'81lb/in'(96 in) A 4/(384'295x10 "6 psi' 3.159 in"' 4)]'0832
0.080 in <= 0533 in, OK
Allow;:Jble lo<Jd pet beCJrn pCJir= 5,951lb
Staples Select1ve F-0 I 180G-7 I 20X8X3G Page '2, of -~ I/ 18/200G
By: BOBS. Project: STAPLES #1393 Project#: F-011806-7
4 Fm Beam to Column Connection Selective I 20" h1gh x 3(;" deep x 8' Wide S/R
Mconn max= I 0, 180 m-lb
Connector Type= 4 Fm
Shear Capac1tv of Fm
FIN DIAM= 0.44 m
Ashear= (0.438 m) A 2 * Fl/4
= 0. I 507 In A 2
Fshear= 0.4 • Fy * Ashear
Fv= 45,000 ps1
= 0.4 * 45000 ps1 * 0. 1507m A 2
= 2,713 lb
Bearmg Capac1tv of Pm
Fer the J 99(; AISI Cold Formed Steel Manual, Sec E3.3:
tcol= 0.08 m
OmeCja= 2.22
Fu= (;5,000 ps1
alpha= 2.22
FbearmCJ= alpha • Fu * d1am * tcoVOmeCja
2.22 * (;5000 PSI * 0.438 IN * 0.075 IN/2.22
= 2, I 35 lb < 27 I 3 lb
Moment CapaCJtv of Bracket
EdCJe D1stance=E= I .00 m Fm SpacmCJ= 3.0 10
C= F I +F2+F3+F-tclip= 0. 18 10
= P J +F 1•((;.5'19.5")+F 1•(3.5'19.5")+F 1•(0.5'19.5")
2. J 05 * F J
fy= 45,000 PSI
Sclip= 0. I 27 In A 3
Mcap= Sclip • FbendlnCJ SINCE C*d= Mcap = 2. I 05 AND d= E/2
0. J 27 IN"' 3 * O.bb * Fy
3,772 10-lb
Fcl1p= Mcap/(2. I 05 * d)
3771 .9 in-lb/(2. I 05 * 0.5 In)
3,584 lb
= 0.50111
Thus, P I = 2, I 35 lb
Mconn-allow= [P 1•9.5"+F 1*((;.5'19.5'')"(;.5" +P )•(3.5'19.5")3.5" +F 1*(0.5'19.5")*0.5'1*1.33
2 J 35 LB*[9.5"+((;.5'Y9.5")'(;.5"+(3.5'Y9.5")*3.5"+(0.5'19.5")*0.5'1•1.33
43,449 m-lb > Mconn max, OK
Staples Select1ve F-0 I I 80G-7 I 20X8X3G Page(\ of ~ II 18!200G
1725 S. Douglass Rd, Ste D, CA 92806 Tel: 714.456.0056 Fax: 714.456.0066
By, BOB 5. Project, STAPLES #1393 Project#: F-011806-7
Tr<Jnsverse Br<Jce Configur<Jtion: Selective 120" high x 36" deep x 8' wide 5/R
Section Pro erties
Di<Jgon<Jl Member= 1-5/S"x1-5/16"xi6g'l
Are<J= 0.241 in A 2
r min= 0.427 in
Fy= 45,000 psi
!<.= 1.0
.Qc= 1.92
Fr;Jme Dimensions
Bottom P<Jnel Height=H= 36.0 in
Fr<Jme Depth=D= 36.0 in
Column Width=B= 3.0 in
DiCJgon<JI Member
V=Vh<Jnsv= 563lb
Ldi'Jg= [CD-B"2) A 2 + (H-6") A 2] Ai/2
= 42.4 in
Pm::)x= VCLc\i<Jg/D)
= 663lb
Pn= AREA'Fn
= 0.241 in A 2" 27855 psi
= 6,713 \b
P<Jllow= Pn/Q
HorizontCII brC~ce
= 6713lb /1.92
= 3,496lb
Ckl!r)= (k' Lhoriz)h min
= (ix36in)/0427in
= 84.3 in
SlNCE Fe>Fy/2, Fn=Fy'C1-fY/4fe)
= 32,643 psi
f4/F4= 0.14
<= 1.33 OK
<= 1.33 OK
Staple5 Selective F-0 I I 80G-7 I 20X8X3G
Horizont'Jl Member= 1-5/8"x1-5/i6"x16g'l
Areq= 0.241 in A 2
r min= 0.427 in
Fy= 45,000 psi
K= 1.0
Cle<Jr Depth=D-B'2= 30.0 in
X BrC]ce= NO
Ckl!r)= Ck' Ldi<Jg)/r min
SINCE Fe>Fy/2,
= (1 x 42.4 in /0.427 in )
= 99.3 in
Fe= pi"" 2'E/Ck1/r) A 2
= 29,527 psi
Fn= Fy"C1-fY/4feJ
= 27,855 psi
Check End Weld
Lweld= 2.5 in
Fu= 65 ksi
tmin= 0.060 in
We\q C<lp<Jcity= 0.75 • tmin' l' fu '1.33/2 5
Fe= pi" 2'E/(kl/r) ""2
= 40,970 psi
Pn= AREA'Fn
= 0.241in "2'32643 psi
= 7,867lb
Page \Oot ~
3,887lb OK
Fy/2= 22,500 psi
P<Jifow= Pn/Oc
= 7867 lb /1 92
= 4,097lb
I/ 18/200G
· St!JNitural
Von~ts ::/ii? £: ngineering
1725 S. Douglass Rd, Ste D, CA 92806 Tel: 714.456.0056 Fax: 714.456.0066
By: BOB 5. Project: STAPLES #1393 Project#: F-011806-7
Anchors Configur(Jtion: Selective 120" high x 56" c{eep x 8' wic{e 5/R
Check overl:urning per section 2228.71 ofthe 2001 CBC
Vtr;:Jns=V= 563lb /
/ v
DUFr'lme~ 150 lb
LL/Ft·'lme~ 3,000 lb Fr;:Jme Depth=D= 36.0 in .~ Wst=-(0.9"DL+LL!n}totq\= 3;135\b Htop-lvl= '120.0 in
LL@ TOP= 1,500 lb #Levels= 2 / DL/Lvl= 75 lb n-tr<Jnsv= 1
DL'0.90= 68lb # Anchors!B<Jse= 1 T
L'lter~l Ovt Fot-ces~S(Fi'hi)~ 56,298 in-lb n~ 1
Full Lo<Jded r<Jck SIDE ElEVATION
Vtr<Jns= 563 lb
Movt= LCFi*hiY1.15 Mst= Wst" D/2 T= CMov\:-Mst)/D
= 56298in-lb "1.15
= 64.,743 in-lb
= 3135lb' 36 in/2
= 56,430 in-lb
~ (64743in-·1b-56430 in-lb)/36 ih
= 231lb
Top Level Lo<Jded Only
Criticql Level~ 2
Anchor
Vtop= 2.5'C<J'!CDL+LL@top/n-tr<Jnsv)/(R"1.4)
= 0.1786, (751b + 1500 lb/1)
= 28ilb
Mst= 0.9'CDL-tot.:d + Lltop/n) 'D/2
= (1500 lb/1 + 67.5 lb70.9) '36 in/2
= 29,187 in-lb
Hgt@ Lvl2~ 120.0 in
Mov\:= Vtop'Htop'1.15
= 281.2951b' 120 in '1.15
= 38,819 in-lb
T= (Mov\:-Mst)/D
= (38819 in-lb-29187 in-lb)/36 in
= 268lb
Check (1) 0.5'' x 3.5" Embed HILT! KWIK BOLT II WEDGE <JndJOr(s) per b<Jse pi<Jte.
Speci<Jl inspection is not provided per ICBO ESR 1355.
Fully Lo<Jc\ed:
Top Level Lo<1c\ed:
Pullout C<ip<Jcity=Tc<~p= 875lb
She<~r C<ip<Jcity=Vc<Jp= 1,840 lb
Tc.:1p"Phi= 1,164-lb
Vc;;rp'Phi= 2,447lb
LA City Jurisdiction/ NO
Phi= 1.33
C231lb/1164lb) ""1.66 + C282lb/2447lb) ""166 =
(268 lb/1164-lb) A1.66 + (141lb/2447lb) A 1.66 =
Staples Selective F-0 I 180G-7 I 20X8X3G Page \ \ of :;:){.o
0.10 <= 1.0 OK
0.10 <= 1.0 OJ<.
1/ 18/200G
St~tural
\Jon~ts
t: ngineering
1725 S. Doualass Rd, Ste D, CA 92806 Tel: 714.456.0056 Fax: 714.456.0065
By: BOB 5. P~ojed: STAPLES #1393
B<Jse Pl<Jte Configur<rtion: Selective 120" high x 36" deep x B'wide 5/R
Section
Width=W = 4.00 in
Depth=D = 5.50 ln
Column Width=b = 3.00 in
L = 0.50 in
PI<Jte Thickness=t = 0.250 in
Down Aisle Lo<Jds
p = 1,575lb
<1 = 1.00 in
Ancho~ c. c. ~2'a~d = 2.00 in
N=# Anchor/B<Jse= 1
Fy = 36,000 psi
Mb<Jse=Mb = 0 in-lb
Axi<Jl Be<Jrin<J stress=f'l = PIA= P/(D'W)
= 72 psi
.IV\1= wl"'2/2= f<J'L "'2/2
= 9 in-lb
Moment Stress=fb = M/5 = 6'Mb/I(D'B "2]
= 0.0 psi
Moment 5tress=fb1 = fb-fb2
= 0.0 psi
M3 = ("l/2)'fb2'L'(2/3YL = (l/3)'tb2'l A 2
= o in-lb
5-plilte = (1)(t"' 2)/6
= 0.01 in"' 3/in
fb/Fb = Mtota,l/(CS-pbtelCFb)1
0.02 OK
T;mchor = (Mb-(P'O 9)(CJ))//(d)'N/2]
= -1,418lb No Tension
Cross Aisle Lo<~ds
Pst<~i:ic= '1,575 lb
Moment 5hess=fb2 = 2 ' fb ' L/W
= 0.0 psi
M2= (bi"L""' 2)/2
= o in-lb
Mtotq\ = Mi+M2+M3
= 9 in-lb/in
Fb = 0.75'Fy'1.33
= 35,910 psi
TiJlbv= 1,164lb OK
P~oject #: F-011806-7
p ._a-+
Movt= 64,743 in-lb
Fr<Jme Depth= 36.0 in
Pseismic= Movt/Fr'Jme Depth
= U9Bib
P=PstCJi:ic+Pseismic= 3,373lb
b =Column Depth= 3.00 in
L =B<1se PI'Jte Depth-Col Depth= 1.25 in
fCJ = PIA= P/CD'W) M= wl"' 2/2= fCJ'L"' 2/2
= 153 psi = 120 in-lb/in
SbCJse/in = (1)(t"' 2)/6 Fb<Jse = 0.75'Fy'1.33
= 0.01 in" 3/in = 36,000 psi
fb/Fb = M/!(5-pi<Jte)CFb)]
032 OK
Staples Select1ve F-0 I I 80G-7 ! 20X8X3G Page \'2_ of ~ 1/18/ZOOG
· Stetural
~r~"~~:ineering
1725 S. Douglass Rd, Ste D, CA 92806 Tel: 714.456.0!!56 Fax: 714.456.0066
By: BOB 5.
Sl<Jb on Gr<Jde
SLAB ELEVATION
Base Plate
B= 4-.00 in
D= 5.50 in
Lo<Jd C<tse 1: Product+ Seismic
Product DL= 75]])
Procluct LL= 1,500 lb
Puncture I
Project: STAPLES #1393
Conffgur<Jtion: Selective 120" high x 56u deep x 8' wide 5/R
Baseplate Plan View
Project#: F-011806-7
Concrete
F'c= 2,000 psi
tsi<Jb=t= 5.0 in
phi=0= 0.65
Soil
fsoil= 500 psf
Movt= 64,74-3 in-lb
Ft<Jme qepth= 36.0 in
wfc\th=<i= 3.00 in
<:!epth=b= 3.00 in
eit b<Jsepl<Jte width=c= 3.50 in
eff. b<Jsepl<Jte clepth=e= 4-.25 in
(Sec 1922.7.5)
P-seismic=E= CMovt/Fr<Jme depth)"U
= 2,51Bib
(Strength Design Lo<Jcls)
Pu= t1'(1.2PDL + 0.5PLL +tO' E) (Sec 1612.2.1, EO 12-5) Fpunct= 2'sqrtCF'c)
= 3,694-lb
Apunct= [(c+t)+(e+t)]7t
= 17750 in"' 2
Sl<1b Bending I
Asoil= (P'14-Le)/Cfsoil)
= 1,064 ftA 2
x= CL-y)/2
= 9.4 in
Fb= 5'Cphi)"(f'c) "0.5
= 145.34 psi
Lo<Jd (;Jse 2: 5t<Jtic Lo<Jds
Puncture
PDL= 75lb
Pu= 1.4-'PDL + 1.TPLL
= 2,655lb
Apunct= [(c+t)+(e+t)]?t
= 178 in A 2
SI<Jb Bending
Asoil= CPu'14-4)/Cfsoil)
=765ftA2
x= (L-y)/2
= 6.9 in
Fb= 5'Cphf)'Cf'c)""0.5
= 145.34 psi
L= CAsoil) ~0.5
= 32.62 in
f\1= w'x A 2/2
= Cfsoil'x A 2)/(144'2)
= 152.8 in-lb
(Sec 1922.5.1)
PLL= 1,500 lb
(Sec 1909.2.1, EQ 9-1)
L= CAsoil) A 0.5
= 27.65 in
M= w'x A 2/2
= (fsoil'xA2)/C14-4'2)
= 82.6 in-lb
(Sec 19225.1)
Staples Select1ve F-0 I 180G-7 I 20X8X3G Fage \~of '~
= 89.4 psi
fV/Fv= Pu/CApunct'Fpunct)
= 0.23 <t33 OK
y= (c'e) ~ 0.5 + t'2
= 13.9 in
5-sl<Jb= i't A 2/6
= 4.17 in" 3
fb/Fb= M/(5-sl<Jb'Fb)
= 0.25
Fpunct= 2'sqrtCf'c)
= 89.4-psi
< 1.33, OK
fV/Fv= Pu/(Apunct'Fpunct)
0.17 < 1.0 OK
y= (c'e) ""0.5 + t'2
= 13.9 in
5-sl'l b= i't A 2/6
= 4.17 in A3
fb/Fb= M/(5-sl<Jb'Fb)
0.14 <tO, OK
1/18/200G
1725 S. Douglass Rd, Ste D, CA 92806 Tel: 714.456.0056 Fax: 714.456.0066
By: BOB 5. Proied: STAPLES #1393 Ptoiect #: F-011806-7
Contigur<rtion &: Summ21ry: Selective 120" high x 48" deep x 8' wide 5/R
T
60"
120" +
60"
I
T I II 36" t \, 120" 36"
+ \I I 36"
l-' ' ~
Seismic Zone # Bm Lvls Fr<Jrne Height Be<tm Lengt
4 (N<J-1.0) 2 120.0 in 96 in
Component Description STRESS
Column Fy=45Ksi 3x3x14q<J P=1575 lb, M=12818 in-lb 0.55-0K
Column B<Jcker None None None N/A
Be<Jm F.Y.=45Ksi Lvl 1: StepBe<Jm 5"x2.125"x0.075g4 Lu=96 in J C<Jp<!dty: 5951 lb/pr 0.25-0K
Be<J m Con nectar Fy=45Ksi Lvl1: 4 PIN OK l Mconn=10180 in-lb l Mc<~p=4.3449 in-lb 0.23-0K
Br<Jce-Horizont<JI Fy=45Ksi 1-5/8 "x1-5/16 "x16g<J 0.15-0K
Br<Jce-Di<Jgon<Jl F:t_=45Ksi 1-5/8"x1-5/16 "x16g<J 0.18-0K
B<Jse Pl<Jte Fy=36Ksi 4" X 5.5" X 0.25" thk I Fixity= 0 in-lb 0.28-0K
Anc~or 1 per B<Jse 0.5" x 3.5" Embecl HILT! KWIK BOLT II WEDGE ICBO ESR 1355 0.03-0K
Sl<Jb 5" thk x 2000 psi si<Jb. 500 psf Soil Be<Jring Pressure 0.17-0K
Level Lo<Jd Story Force Story Force Column Column Conn. Be<Jm
Per Level Be<.lm Spcg Btqce Tt<JtJSV Lon it. Axi<~l Moment Moment Connector
i 1,500 lb 60.0 in 36.0 in 18Blb 147lb 1,575lb 12,818 "if 10,180 "# 4PIN OK I
2 1,500 lb 60.0in 36.0 in 375 lb 295 lb 788lb 4,421 ''# 3,771 "# 4 PIN OK
36.0 in
Tot:JI: 563lb 442lb
Notes
Staples Select1ve F-0 I 180G-7 I 20X8X48 Page \4-of ~ I/18/200G
·, St~~ural
Von'Ets
c:c::::c'"z;o±S ngineering
1729 S. Douglass Rd, Ste B Anaheim, CA 92806 Tel: 714.456.0056 Fax: 714.456.0066
84 11 TALL MOBILE SHELVING OVERTURNING ANALYSIS
'St~tural
\.,on~ts
~? t:ngineering
1725 S. Douglass Rd, Ste D, CA 92806 Tel: 714.456.0056 Fax: 714.456.0066
By: BOBS. Pwjed: STAPLES #1393 Ptojed #: F-011806-7
Contigur<Jtion & 5urnm<Jry: Mobile RClck 18" deep x 8' wide x 84" High
' T
38"
84" +
38"
t
8"
J ' '1L 18" -t
Fr<Jme Type
4 CN<J-1.0 Single Row
Component Description STRESS
Column Fy=45Ksi 3x3x14g<! P=i075 lb, M-404.5 in-lb 0.2-0K
Column Bqcker None None None N/A
Be<!m Fy=45Ksi Lvlt StepBe<!m 3.375"x2.4375"x16g<l lu=96 in I C:Jp<!city: 2410 lb/pr 0.41-0K
Be<Jm Connector Fy=45Ksi Lvl i: 4 PIN OK I Mconn=3763 in-lb j Mqp=~>0218 in-lb 0.12-0K
Br<!ce-Horizont<!l Fy~4-5Ksi 1-5/H"x1-5/16' x16g<! 0.08-0K
Br<!ce-Di<Jgon<~l Fy=45Ksi 1-5/8"x1-5/16"x16g<l 0.18-0K
B<!se Pl<Jte Fy=36Ksi 4" X 5.5" X 0.25" thk J Fixity= 0 in-lb 0.39-0K
Anchor 1 per B<1se Hilti KB111/2" x 3-1/2" Embeq w/out lnspec. ICBO 4627 0.64-0K
Sl<Jb 5' thk x 2000 psi si<Jb. 500 pst Soil Be<Jring Pressure 0.2Y-OK
Level Lo'ld Story Force Story Force Column Column Conn. Beilm
Per Level Be<Jrn Spcg Brace Tt<JnSV Long it. Axi'll Moment Moment Connector
1 1,000 lb 8.0 in 36.0in 33lb 26ib 1,61315 1,356 "# 3,763 "# 4PIN OK
2 1,000lb 38.0 in 36.0 in 192lb 151 lb 1,075lb 4,045 "# 4,391 "# 4 PIN OK
3 1,000 lb 38.0 in 351 lb 2751b 5381b 2,613 "# 2,369 "# 4 PIN OK
Notes
Staples Mobile F-0 I 180G-7 Page \lJ of~ 1/ 18/200G
· Str~tural
VonfliPts
:;if <> l:.ngineering
1725 S. Douglass Rd, Ste D, CA 92806 Tel: 714.456.0056 Fax: 714.456.0066
By: BOB 5. Project: STAPLES #1393 Project#: F-011806-7
Anchors for St;:rtionClry Units Configur'ltion: Mobile Rqck t0" deep x 8' wide x 84" High
Check overturning per section 2228.7.1 ot the 1997 VB C.
Lo'lc\S
Vtr.qns=V= 576 lb /
/ v
DUF1·~me= 225 Jb
LUhilme= 3,000 lb Fr<1me Depth=D= 18.0 in .~ Wst=(0.7'lJL+LUnJtotql= 3,2.03 lb Htop-lvl= 84.0 \n
LL @ TOP= 1,000 lb #Levels= 3
DULvl= 75 lb n-tr<msv= 1 !/ DL*0.90= 68 Jb # Anchors/Biise= 1 T 1 uter~l Ovt Forces=S(Fi'hO= 38,550 in-lb n= 1 I
Fully Lo<Jdet:\ r4ck SIDE ELEVATION
Vtr;;ms= 576 lb
Movt= ICFi'hiY1.i5 N\st= Wst ' D /2 T= (Movt-M:,t)/D
= 38550in-lb' 1.15
= 44,333 in-lb
= 3202.5lb '18 in/2
= 28,823 in-lb
= (44333in-lb-28823 in-lb)/18 in
= 862lb
Top Level Lo<Jc!ed Only
Criticql Level= 3
Anchor
Vtop= 2SC:(l(DL+LL@top/n-tr;Jnsv)/(R*1.4)
= 0.1786 * (75 lb + 1000 lb/1)
= 1921b
Mst= 0 9'CDL-tot<~l + Lltop/n) 'D/2
= (1000 lb/1 + 67.5 lb'3'0.9) '18 in/2
= 10,640 ih-lb
Hgt@ Lvl3= 84.0 in
Movt= Vtop'Htop'i.15
= 191.995 lb • 84 in '1.15
= 18,547 in-lb
T= CMovt-MstJ/D
= (18547 in-lb -10640 in-lb)/18 in
= 439lb
Check (1) Hilti KBili/2" x 3-1/2" Embecl w/out lnspec. <Jnchor(s) pet b<Jse p!<Jte.
Speci<J! inspection is not provided pet ICBO 4627.
Fully Loi!ded:
Pullout C!p<JCity=Tcqp= 875 lb
Sne'lt C'ip'lcity=Vc<Jp= 1,840 lb
Tc<~p'Phi= 1,164 lb
Vc~p'Phi= 2,447 Jb
LA City Jurisdiction! NO
Phi= i.33
(8621b/1164-lb) "'1.66 + C2881b/2447lb) "'1.66 =
Top Level Lo<~d.ed.:
(439 lb/1164 ]b) A 1.66 + (96 lb/2447 I b) A 1.66 =
Staples Mob1le F-0 I I 80G-7 Page \'"'.:\ of 7::t_c,
0.64-<= 1.0 OK
020 <= 1.0 OK
1/ 18/200G
'St~tural
Voncp.Pts
1:. ngineering
1725 S. Douglass Rd, Ste D, CA 92806 Tel: 714.456.0056 Fax: 714.456.0066
By: BOBS. Ptoject: STAPLES #1393
Anti-Tip Device Configur<Jtion: Mobile Rqck ft'' c\eep x 8' wic\e x 84" High
Loac\s
Check ~nti-hp device for uplift lo<lds determined for stqtion~ry units
M<Jx Vplift=T= 862lb
D= 261N
Check Bolted Connection
Bolt Di<Jm= 0.3125 in
# Bolts=N= 2
Areil-bolt= 0.25 in"' 2
Fv= 21,000 psi
Allowilble Lo<id= Are<~-bolt • N • Fv
10,290 Ib
Staples Mobile F -0 I I 80G-7
(Gtilde 5/ A325 bolts)
8.0% OK
Page \ '"'6 of ,Z~
Ptoject #: F-011806-7
II 18/200G
' ·Str~tunil
llonc~ts
~"""'~~ 1:. ngineering
1729 S. Douglass Rd, Ste B Anaheim, CA 92806 Tel: 714.456.0056 Fax: 714.456.0066
GONDOLA SHELVING ANALYSIS
'St~tural
\.,on~ts
~· l::ngineering
1725 S. Douglass Rd. Ste D. CA 92806 Tel: 714.4§6.0056 Fax: 714.4!)6.0066
By: BobS. Project: Staples #1393 Project#: F-011806-7
Desi n D4t4
I) The CJn<dyses confo~ms to the ~equirements of the 2001 CBC
2) Column steel minimum yield Fy=60 ksi
Arm steel minimum yield Fy=90 ksi
B;qse steel minimum yield Fy=35 ksi
All othe~ steef conforms to ASTM A36, G1·. 36 with minimum yield, Fy= 36 ksi
3) Anchor bolts sh;qll be provided by inmller per lCBO reference on pl;qns <Jnd cqlcu!cltions herein. lnst;qller must
provk1e ;qny speci<Jl inspection 'IS cql\e4 out on pl<1ns or c'Jlcul'!tions, or CJS required by the lCBO report indicCJted herein.
4) All welds sh:dl conform to AWS procedures, utilizing E70xx electrodes or simil'!r. All such welds sh<Jll be performed
in shop, with no field welding <Jllowed other th;w those supervised by Cl licensed deputy inspector.
5) The slCJb on <Jr<Jde is 5" thick with minimum 2000 psi compressive strength. Soil beCJring c<Jp<Jcity is 500 psf
Configur<ttion: Sgl 3 Lvl 120" T<tll x 22" deep
225 lb
T
36in
225 lb +20" 36in
225 lb + 36in
I t
Side Elev9tion
Stap!e5 Gondola F-0 i l80G-7 1/ 18/200G
' St~tural
Von~ts ~l~Ef ngineering
·~"'-"' 1725 S. Douglass Rd Ste D. CA 92806 Tel: 714 456.0056 Fax: 714.456.0066
By: BobS. Project: Staples #1393 Project#: F-011806-7
Summqry ot Results Contigur<~i:ion: Sg\ 3 Lvl 84-" Tq\1 x '18" qeep
Configuration Code: 2001 CBC
200 lb Type Single Sided
T Seismic Zone: 4 Na,=1 Nr1.3
24in
200ib t I B<Jse She<Jr CoeF: 0.2709 Tr<Jnsverse/0 2183 longitudin<Jl
t:=:::=== 84 in Number of levels: 3
24in
!:==20=0=1b:=J +
24in
l l
Side EleV'ltion
1) Column Stress= 42% at 630 lb ilxial ancl14976 in-lb bi!se moment
2) Arm Stress = 17% <Jt 1890 in-lb moment
3) Bi!Se Stress = 38% <Jt 14976 in-lb moment
4) Anchor Stress= 14% with 1/4" x 2-1/2" HILT! KWIK BOLT !I (2)/end
5) SI<Jb Stress = 12% <Jt 630 lb <Jxi<JIIoacl
level
1
2
3
Staple:; Gondola F-0 I 180G-7 Paqe Li of~
OK
OK
OK
OK
OK
lm_d Arm S(29cind
200ib 24in
200lb 24in
200lb 24in
Sgl Sided Gondola Plan Anchor Plan
1/ 18/200G
' St~tural
\..,on~ts '!IW l::ngineering
1725 S. Douglass Rd. Ste D. CA 92806 Tel: 714.456.0056 Fax: 714.456.0066
By: BobS. Project: Staples #1393 Project#: F-011806-7
Summqty ot R-esults Contigmz.tion· Sgl 3 lv\ 8Li" T41\ x 22" deep
Configm-gtion Code: 2001 CBC
2001b Type Single Sided
T Seismic Zone: 4 Nv-=1.3
24 in
Number oF Levels: 3
200ib +
l:==== 84in
B~se She~r Coef 0.2709 Tr;:;msverse/0.2183 longitudinal
24in
2001b + t:====
Level load Arm SQ;Jcin_g
1 200!b 24in
2 200lb 24in
3 200lb 24in
24 in
l I
I I
Side Elevation
1) Column Stress= 45% <Jt 630 lb <lXi<Jl <Jnd 16176 in-lb b<Jse moment OK
2) Arm Stress= 21% <1t 2310 in-lb moment OK
3) B<1se Stress= 41% <1t 16176 in-lb moment OK
4) Anchor Stress= 6% with 1/4" x 2-1/2" Hllll KWIK BOLT ll (2)/end OK
5) Sl<1b Stress = 12% <1t 630 lb <Jxi<lllo<lcl OK Sgl Sided Gondola Plan Anchor Plan
Staples Gondola F-0 I 18C)G-7 Page ~~of ~ I/ 18/200G
" t~tural ' '
\Jon~ts
:;jJ~ t:ngineering
-~~ 1725 S. Douglass Rd. Ste D. CA 92806 Tel: 714.456.0056 Fax: 714.456.0066
By: BobS. Project: Staples #1393 Project#: F-011806-7
Summ2!ty ot l<.esu\ts Contigm<rtion: Sgl 3 Lvl 84" T4\\ x 24" ~ee:p
Configurcrl:ion Code: 2001 CBC
200 lb Type Single Sided
Seismic Zone: 4
24in
Number of Levels: 3
BC~se She<Jr Coef: 0.2709 Tt.:Jnsverse/0.2183 Longitudin'll l 200!b --J-
t=====:=~ I 84 in
Level WMl. Arm SRiJcitlcl
1 200!b 24in
2 200ib 24in
3 200lb 24in
24-in
2001b + t=====:=J
24-in
I t
Side Elevgtion
1) Column Stress= 47% ilt 630 !b <JXiill ilnc:l 16776 in-lb biise moment OK
2) Arm Stress= 22% 4t 2520 in-lb moment OK
3) B<Jse Stress = 43% <Jt 16776 in-lb moment OK
4) Anchor Stress= 4% with 1/4" x 2-1/2" HILT! KWIK BOLT II (2)/end OK • •
5) Sl<Jb Stress= 12% <Jt 630 lb <JXi<Jllo¥\ OK Sgi Sided Gondola Plan Anchor Plan
Staples Gondola F-0 I 180G-7 Fage "2. 3 of ~ I/ 18!200G
0 •• ste~~~ts
~f:,> -l:ngineering
1725 S. Douglass Rd Ste D. CA 92!!06 Tel: 714.456.0056 Fax: 714.456.0066
By: BobS. Project: Staples #1393 Project #: F -011806-7
Summ21ry ot R.esu\ts Configut<rHon· Sgl 3 lvl 84-" T4\\ x 30" c\eep
/
Configuration Cock 2001 CBC
200 lb Type Single Sided
T Seismic Zone·. 4 N<~=i
24 in
200ib +I B;,se She<Ji· Coef: 0.2709 Tr<Jnsverse/0.2183 Longitudin'11
!====== 84 in Number of Levels: 3
24in
2001b + ~
24in
I l
Side Elevation
1) Column Stress= 52% 'lt 630 lb '!Xi<JI <Jnd18576 in-Ib b<Jse moment
2) Arm Stress = 28% <Jt 3150 in-lb moment
13) B<Jse Stress= 47% <Jt 18576 in-lb moment
4) Anchor Shess = 2% with 1/4" x 2-1/2" HILT! KWIK BOLT II (2)/end
5) Sl<Jb Stress= 12% <1t 630 lb <Jxi<JIIo<Jd
Level
1
2
3
5taple:o. Gondola F -0 I I 80G-7 Page 2.4 of ~
OK
OK
OK
OK
OK
Load Arm Stz;Jcirtg
200!b 24in
200lb 24in
200lb 24in
• •
][
• •
Sgl Sided Gondola Plan Anchor Plan
I/ 18/200G
,, Stt~tural
\.Jon~ts
~'~ ' l::ngineering
1725 S. poug!ass Rd. Ste D. CA 92806 Tel: 714,456.0056 Fax: 714.456.0066
By: BobS. Project: Staples #1393 Project#: F-011806-7
Summqty ot R.esu\ts Contigurqt\on· Sgl 3 Lv\ 84." Tq\\ x 32" deep
Configur<Jtion --------------~,~ Code: 2001 CBC
200 lb Type Single Sided
Seismic Zone·. 4 N:q=i Nv=1.3
24itJ
2001b + B<.Jse She<.Jr Coef 0.2709 Tr<.Jnsverse/0 2183 Longii:udin'll
t::==== 84 in NumberofLevels: 3
24in
t==2=0=0=1b::::l +
24in
I l
Side Elev<Jtion
1) Column Stress= 53% <Jt 630 lb <JXi<Jl <Jnd 19176 in-lb b<Jse moment
2) Arm Stress= 30% 4t 3360 in-lb moment
3) B<Jse Stress= 49% <Jt 19176 in-Ib moment
4) Anchor Stress= 2% with 1/4" x 2-1/2" HILT! KWIK BOLT II (2)/end
5) SI<Jb Stress= 12% <Jt 630 lb <txi<Jilo4d
Level
1
2
3
Staples Gondola F-0 l ! 80G-7 Page2_~ of ?:i,p
OK
OK
OK
OK
OK
.!,Qg_d Arm Stzi!cifl.g
200lb 24in
200lb 24in
200lb 24in
Sgl Sided Gondola Plan Anchor Plan
1/ i 8/200G
!, ' St~tural
~n~ts
~1:~ l:.ngineering
1725 S. Douglass Rd St~> D. CA 92806 TeJ: 714 456.0056 Fax· 71~.456.0066
By: BobS. Project: Staples #1393 Project#: F-011806-7
Summaty ot 1<-esu\i:s Configm~tion: Sg\ 3 Lvl iOB" Tq\1 x 18" deep
Configuration Code: 2001 CBC
I oo lb Type Single Sided
1
Seismic Zone: 4 N:q=i
32in
B;;Jse She~r Coef: 0.2709 Tr<Jnsverse/0.2183 LoneJitudin;;Jl
I I l 100 lb _.J_
!::==== I 108 in Number ofLevels: 3
32in
t=::l=OO==lb= + Level 1md Arm ~tzflcin·~
1 100 lb 32 in
2 100 lb 32in
3 100 lb 32in
32in
I l
Side FleV!ltion
1) Column Stress= 26% <Jt 330 lb <JXi<Jl <Jncl 9346.4 in-lb b<Jse moment OK
2) Arm Stress = 9% <:Jt 990 in-!b moment OK
3) B<Jse Stress = 24% <Jt 9346.4 in-lb moment OK
4) Anchor Stress= 11% with 1/4" x 2-1/2" HILT! KWIK BOLT II (2)/end OK
5) Sl<Jb Stress = 6% 21t 330 lb <:JXi2!llo<Jd OK Sql Sided Gondola Plan Anchor Plan
Staples Gondola F-0 I 180G-7 l/18/200G
1725 S. Douglass Rd Ste D CA 92806 Tel· 714.456.0056 Fax· 714 456 0066
By: BobS. Project: Staples #1393 Project#: F-011806-7
Summ<~ry ot !Zesults Conti9m<rHon: S9t 3 Lvl120" T<1llx 22" <:!eev
ConffSJUratfon Code: 2001 CBC
225 lb Type Sin9le Sided
T Seismic Zone: 4 Na='! Nv~1.3
36in
t:::=2=2=5=1b::J +L Base She'!r Coef 0.2709 Tr(]nsverse/0.2'183 Lon9itudin'!l
NumberofLevels: 3
36in
~2251b + Level ~ Arm Sj2i!cin·~
1 225 lb 36 in
2 225lb 36in
3 225lb 36in
36in
I l
Side E]evqtion
1) Column Stress= 65% <1t 705 lb '!Xi<Jl <Jnd 23470.2 in-lb P<i5e moment OK
2) Arm Stress= 23% <1t 2585 in-lb moment OK
3) B<1se Stress= 60% <1t 23470.2 in-lb moment OK
4) Anchor Stress= 31% with 1/4" x 2-1/2" HILT! KW!K BOLT II (2)/end OK
5) Sbb Stress= 13% 'lt 705 lb <JXi'lllo<id OK
Sgl Sided Gondola Plan Anchor Plan
Staples Gondola F-0 I I 80G-7 Page Ll of ~ I/18/200G
1725 S. Douglass Rd. Ste Q. CA 92806 Tel: 714.456 0056 Fax: 714 !56 0066
By: BobS. Project: Staples #1393 Project #: F -011806-7
5ummqry or Results Cont-igur<Jtion· Sgl 3 Lvl120" T<Jll x 24" qeep
Configuration Code: 2001 CBC I
225 lb Type: Single Sided
T Seismic Zone: 4 N<J=i
36in
Number of levels: 3
B'!se She'lr Coef: 0.2709 TrClnsverse/0.2183 Longitudin<d
2251b + )::::::===:;:::~ 120 in
Level Load Arm Sj2acirLQ_
1 225 lb 36 in
2 225lb 36in
3 225lb 36 in
36in
t:=:=22=5=1b:::::l +
36in
I l
Side Elevation
1) Column Stress= 67% <1t 705 lb <\Xi<ll <1nd 24-14-5.2 in-lb b<1se moment OK till •
2) Arm Stress= 25% <Jt 2820 in-lb moment OK
l 3) B<!se Stress = 61% <1t 24145.2 in-lb moment OK
4) Anchor Stress= 24% with 1/4" x 2-1/2" HiLTI KWIK BOLT II (2)/end OK
Sgl Sided Gondola Plan Anchor Plan
5) Sl<!b Stress= 13% <1t 705 lb <!Xi<!llo<Jd OK
Staples Gondola F~O I 180G~ 7 Paqe )_'~::, of 3{o I/ 18/200G
··· ··St~~~~ts
~Jf/l:ngineering
1725 S Douglass Rd. Ste D. CA 92806 Tel: 714.456.0056 fax: 714 456 0066
By: BobS. Project: Staples #1393 Project#: F-011806-7
Summt:~ry ot R.esults Contigmation: Sgl 3 Lvt 120" T<1tl x 36" 4eep
Code: 2001 CBC
Type: Single Sided
Seismic Zone: 4 Nct=i
36in
22s ib I BCJse She<Jr Coef 0.2709 Tr<Jnsverse/0.2183 Lonejitudin<d
t=====:::J "20 ltl
36in
Number oFLevels: 3
Level
1
2
7 ::0
2251b + !=====
36 in
I l
Side Elev;Jtion
1) Column Stress= 78% 4t 705lb <JXi<ll <1nd 28195.2 in-lb b4se moment OK
2) Arm Stress= 38% <1t 4230 in-lb moment OK
3) B<Jse Stress = 72% ilt 28195.2 in-lb moment OK
4) Anchor Stress= 5% with 1/4"x 2-1/2" HILT! KWIK BOLT ll (2)/end OK
5) Sbb Stress= 13% ;Jt 705 lb ilXi<Jllo<Jd OK
Staples Gondola F-0 I 180G-7 f'age ·-z_q of ~
lm.d Arm Sf2;Jcin'~
225lb 36in
225lb 36 in
225lb 36 in
• e
Sgl Sided Gondola Plan Anchor Plan
1/18/200(;
/
By: Bob S. Project: Staples #1393 Project#: F-011806-7
Sutnm<lty ot Results ConH9m<J"tion: S9l 3 Lvi 120" T<JH x 48" c\eep
Configuration Coc\e: 2001 CBC
225 lb Type Sinejle Sided
T Seismic Zone: 4. Na=1 Nv=1.3
36in
225 lb l t:=::==::::~ ~20"
BCJse Sheilr Coef: 0.2709 TriJnsverse/0.2183 LonejitudinCJl
Number of levels: 3
Level .!Lllil. Arm 5(2;:Jcin·~
1 225 lb 36 in
2 225lb 36 in
3 225lb 36 in
36 in
2251b + l:=====
36in
I l
}-48 :n -t
Side Elevation
1) Column Stress = 89% <Jt 705 lb <JXi<Jl <Jnq 32245.2 in-lb b<Jse moment OK
2) Arm Stress = 50% <Jt 5640 in-lb moment OK
3) B4se Stress = 82% <Jt 32245.2 in-lb moment OK
4) Anchor Stress= 2% with 1/4" x 2-1/2" HILT! KWIK BOLT II (2)/end OK
Sgl Sided Gondola Plan Anchor Plan
5) SI<Jb Stress = 13% <Jt 705 lb <Jxi<Jl lo<Jq OK
Staples Gondola F~O I 180G~ 7 Page .,0 of ?J.o I/ 18/200G
)St~tural
Voni£Pts
~IJI t:ngineering
1725 S. Douglass Rd Ste D. CA 92806 Tel: 714.456.0056 Fax: 714 456.0066
By: BobS.
Summqty ot Results
Configuration
Project: Staples #1393
Contigu~<~tlon: Sg\ 3 lvl '14-4-" T<!ll x 18" c\eep
E T
44in
Code: 200i CBC
Type Single Sided
Seismic Zone: 4-
Project#: F-011806-7
Na,='1
;riOOib _j_ Bilse She<Jr Coef 0.2709 Tr<Jnsverse/0.2183 Longitudin<Jl
T i44in
44in
Number of Levels: 3
~+
44in I
l l
Level
1
2
3
Side Elevgtion
i) Column Stress= 33% 4t 330 II:> 4Xi<il 4nq 11838.8 in-11:> b<Jse moment OK
2) Arm Stress= 9% ilt 990 in-lb moment OK
3) B<Jse Stress = 30% <Jt 11838.8 in-lb moment OK
4) Anchor Stress= 25% with 1/4" x 2-1/2" HILT! KWIK BOLT ll (2)/end OK
5) Sl<Jb Stress= 8% <Jt 330 lb <JXi'llloilc\ OK
Staples Gondola F-0 I 180G-7 Page ;1 of~
_Lggd Arm Svi!citl•;L
100 lb 44in
100 lb 44in
100lb 44in
• le
Sgl Sided Gondola Plan Anchor Plan
1/ 18/200G
'" Str~tural
l,oni'Pts
~· l::ngineering
1725 S. Douglass Rd. Ste D. CA 92806 Tel: 714.456.0056 Fax: 714.456.0066
By: BobS. Project: Staples #1393
Seismic Forces Conhgur:qtion: 5gl3 Lvl120" T;qll x 22" J.eep
Lqter<!I 'ln<Jlysis is performed with reg<Jrd to ch<Jpter 16 of the 2001 CBC
BG~se she<lr is highes-1.: of i) 2YC<l'l'W/(R'i.4) (EQ 30-5)
2) 0.56''C<l'll1.4 CEO 34-2)
Tr:qnsverse (Cross Aisle) Seismic Loqc\
Type-Singe Sided
Vm3o-s= 0.2709
Vm34-2= o.176
Vm34.-3= 0.205
Vminimum= 0.015
3) i.6TNv/(R.'·l4.) CEQ 34-3)
4) !.5% of AI-m Load (Minimum)
Elf Seismic Coeff.o 0.2709
Project#: F-011806-7
Nv= i.3
N<~= i.O
(;q= 0.44
l= 1.0
Seismic Zone, z~ 0.4
Rhi!nsv= 2.9
Vtrzmsv= 0.2709" (675lb + 30 lb)
= i91lb
Level LL/;qrm DLJ:qrm hi wi'hi Fi Fi*hi M<~rm
1 225lb 10 lb 36 in 8,460 31.8 lb 1,145 in-lb 2,475 in-lb ..., 225 lb 10 lb 72 in 16,920 63.7lb 4,586 in-lb 2,475 in-!b L
3 225lb 10lb 108in 25,380 95.5lb 10,314 in-lb 2,475 in-lb
675 lb 30 lb W=705lb 50,760 191lb '16,045-# 7,425-#
Longitugin'll (Down'lisle) Seismic Lo<td
Vm3o-s= 0.2183
Vm34.-2= 0.176
Vm34.-3= 0.165
Vminimum= 0.015
EffSeismic Coeff.o 0.2183 Rlong= 3.6
Vlong= 0.2183' (675 [b + 30 [b)
= 154lb
Longituclinal seismic force taken by peg board. The spatmer rail at the top contects posts togethe in downaisle
llnifmm seismic load~ (VIong/Post Hei::Jht) = (154lb/10 fi:Y0.75 = 11.6lb/A:
Allowable Loacl= 75.0 lb/fi: IT able 25-1.3) OK
Lo;:Jd Summ<Jr
#of <:Jrm \eve'is= 3
Arm Len9th= 22.0 in
Single Sided Axi<Jl= 705 [b
Mseismic-Sgi Sicle !o<Jclecl= 16,045 lb
Mstltic-single sided= 7,425 lb
Staples Gondola F-0 I 180G-7 Fage 2:JZ of ~ I/ 18/200G
1725 S. Douglass Rd Ste D CA 92806 Iel: 714.456.0056 Fax.: 714.456.0066
By: BobS. Project: Staples #1393 Project #: F -011806-7
Column Conhgur:)tion: 5gl3 Lvl120" T4l! x 22" qeep
Conforms to the requirements of Ch<:tpter (5 ofthe 1996 A!SI Cold Formed Steel Design MCJnu<JI fm combined bending Clnd ;qxi<JIIo;qds
Section Pro erties
Aeff = 0.984. in A 2
lx = 1.027 in A 4.
Sx = 0.775 in" 3
rx = t604. in
ly = 0.594. in A 4.
Sy = 0.639 in A 3
ry = 0.884. in
Fy= 60 ksi
nF= 1.67
E= 29,500 ksi
Cb= tO
Cmx= 0.85
Kx = 2.1
Lx = 108.0 in
Ky= to
Ly = 36.0 in
Axi<Jl=P= 705 lb Moment=Mx= 23,470 in-lb (Single Side Lo;q<:\ecl C<Jse)
Bene! in
Kxlx/rx = L1'i08"/t604."
= 14.1.4.
Fe= n"2E/(KUt)m"x"2
= i4..6ksi
Pn= Aeff'Fn
= 14.,330 lb
P/PiJ= 0.09 { 0.15
CHECK: P/Pi! + /V\x//V\'lx ~ 1.33
Pno= Ae'Fy
Kyly/ry = 1'36"/0.884."
= 4.0.7
Fy/2= 30.0 ksi
Qc= t92
P<1o= Pno/Qc
Fe < Fy/2
Fn= Fe
= n"'2EICKUr)m;qxA2
= 14.6 ksi
P;q= Pn/Qc
= 14.330 lb/t92
= 7,463 lb
/V\yield=My= Sx'Fy
-1 ll
= 0.984. in" 2 '60000 psi
= 59,04.0 lb
= 5904.0ib/t92
= 30,750 lb
= 0.775 in"' 3' 60000 psi
= 4.6,500 in-lb
/V\ijx= /V\y/Q(
= 4.6500 in-lb/t67
= 27,844. in-lb
px= {i/!1-(nc"P/Pcr)J} "'-1
= {1/!1-(1.92'705lb/58i3lb)]} "-1
= 0.77
Combined Stresses
Po= 1t "'2EI/CKU m'lx A 2
= n" 2*29500 ksi/(2.1'108 in)" 2
= 5,813lb
(705 lb/7 4.63 lb) + (23470 in-lb/2784.4 in-lbJ = 0.87 < 1.33, OK
Staples Gondola F-0 I I BOG-7 Page?-;]~of%
([Q (5-3)
1/ 18/200G
·St~tural
\.,on~ts
~f~~ t: ngineering
1725 S, Douglass Rd Ste D CA 921106 Tel: 714.456.0056 Fax· 714,456.0066
By: BobS. Project: Staples #1393 Project#: F-011806-7
Arm ConhgurCJtion: 5gl 3 Lv1120" TCJII x 22" cleep
Arm Weigh-t= "10 lb
AreCJ of top clip =A= 0.090 in A 2
d= 2.313 in
Length=L= 22.0 in
Fy= 90,000 PSI
Mm<Jx= 2,585 in-lb
Tension
Top clip tension, T= M/d
1,118 lb
AllowCJbletension, TCJilow= 0.6'Fy'A
= 4,860 lb
B<Jse
Mst<Jtic= 7,425 in-lb
Mseismic= 16,045 in-lb
Mb<Jse= 23,470 in-lb
B<Jse Sx= 1.41 in"' 3
Fy= 35,000 PSI
Myield= Sx'Fy
Oi<.
= 1.41 in"' 3 '35000 psi
= 49,350 in-lb
Q= 1.67
M<JIIow= CMyield/Q) '1.33
= 39,401 in-\b OK
Staples Gondola F-0 I I ,50G-7
n5lb
Shear
Top clip sheCJr, V= 225lb
AllowCJbleshe2!r, VCJllow= 0.4'Fy'A
= 3,240 lb
Fage ~of ~b
Oi<.
I I 18/200G
'5t~tural
Von~ts
,. l::ngineering
1725 S_ Douglass Rd Ste D CA 92306 Tel: 714.4§6.0056 Fax; 714 45SJ:I066
By: BobS. Project: Staples #1393 Project#: F-011806-7
Anchors ConTigurC~tion: Sgl 3 LvJ !20" T"J11 x 22" qeep
Check overturning peY section 2228.7.1 oH:he 2001 CBC.
Lo<Jc\s
Vtr4ns=V= 191 lb
DUFrame= 30 lb
LUFrame= 675 lb
Wst=CDL+LUtot<.Jl= 705 lb
LL @ TOP= 225 lb
DL/Lvl= iO lb
DL"0.90= 9lb
Literal Ovt Fmces=S(Fi'hl)= 16,045 in-lb
Full Lo<Jded r<Jck
Vtr<ms= 191 lb
Movt= ICFi'hi)
Fr<1me Depth=D= 22.0 in
Htop-lvl= 108.0 in
#Levels= 3
#Anchors/End= 2
Mst= Wst ' D /2 Vplift=T= (Movt-Ms-t)/D
= 16,045 in-lb = 705 lb' 22 in/2
= 7,755 in-lb
= (16045in-lb-7755 in-lb)/22 in
= 377lb
Top Level Lo<Jded Only
Critical Level= 3
Vtop= 2SCCl'ICDL+LL@top/n-hilnsv)/(R'1.4)
= 0.2709 , (225 lb + 10 I b)
= 64-lb
Hgt@ Lvl 3= 108.0 in
Movt= Vtop'Htop
= 64 lb '108 in
= 6,912 fn-lb
Vplift=T= ( Movt-Mst)/D Mst= 0.9'CDL-tot'll + LL-top) 'D/2
= (225lb + 10 lbY0.9' 22 in/2
= 2,327 in-lb
= (6912 in-lb-2327 in-lb)/.22 in
= 208lb
Anchor
Check (2) 1/4" x 2-1/2" HILT! KWIK BOLT II <Jnchor(s) per b'lse end.
Speci<Jl inspection is not provided pet ICBO 25226.
Fully Lo<~ded:
Top Level LoCJded:
Pullout (iJpiJcity=Tqp= 300 lb
Sheiir Ciip'ICity=Vcqp= 545 lb
Tqp'Phi= 399 lb
Vcqp'Phi= 459 \\;,
LA City Jurisdiction? NO
Phi= 1.35
(189lb/399lb) A 1.66 + (48 lb/459lb) A 1.66 =
Ci04 lb/399 !b) A 1.66 + (16 lb/ 459lb) A 1.66 =
Staples Gondola F-0 I 180G-7 Page ~of~{;
0.31 <= 1.0 01(
0.11 <= 1.0 OK
l/18/20cX
'5t~tural
\J oni'lPts
~,s 1:. ngineering
1725 S. Douglass Rd. Ste D. CA 92806 Tel: 714.456.0056 Fax_: 714.456.!)!)66
By: BobS. Project: Staples #1393
Cont-igur:.:Jtion: 5g! 3 Lv! 120" T:.:JJ! x 22" qeep
a
SLAB ELEVATION
Base Plate
Down<Jisle WidthB= 4-.00 in
Cross <Jsile depth=D= 1.25 in
Lo<Jq (<Jse 1: Proquct +Seismic
Project#: F-011806-7
Concrete
f'c= 2,000 psi
tsliJb=t= 5.0 in
phi=0= 0.65
Soil
fsoil= 500 psf
Movt= 16,04-5 in-lb
B<Jse depth= 22.0 in
Procluct DL = 30 lb
Procluct LL = 675 lb
P-seismic=E= (Movt/B<Jse clepth)"J.4
= 1,021 lb
(Strength Design Lo<Jds)
Puncture
Pu= 1.1'(1.2PDL+0.5PLL+1.0'E)
= 1,534-lb
(Sec 1612.2.1, EQ 12-5)
Apunct= [(c+t)+(e+t)]*2*t
= 100.0 in A2
= 44-2 in A 2
x= (L-y)/2
= 5.5 in
Fb= 5'(phiYCf'c) "'0.5
= 14-5.34-nsj
Lo<Jq (<Jse 2: St<Jtic Lo<Jcls
Puncture
PDL= 30 lb
Pu= 1.4'PDL + i.TPLL
= 1,190 lb
Apunct= [ (c+t)+(e+t)] '.2*t
= 100 in" 2
5 <Jb Bencling
Asoil= (Pu'144)/(fsoil)
= 34-3 in A 2
x= (L-y)/2
= 4.3 in
Fb= 5'(phi)'(f'c) "0.5
= 14-5.34-psi
Staples Gondola F-0 I I 80G-7
L= CAsoilJ"0.5
= 21.02 in
M= w'xA 2/2
= Cfsoi\'x" 2)/(14-4-'2)
= 52.7 in-lb
(Sec 1922.5.1)
PLL= 675lb
(Sec 1909.21. EQ 9-1)
L = (Asoil) "0.5
= 18.51 in
f\1= w'x ..... 2/2
= Cfsoii'x ~ 2)/(14-4'2)
= 31.4 in-lb
(Sec 1922.51)
Page~ of~
Fpunct= 2'scp-tCf'c)
= 89.4-psi
fv/Fv= Pu/(Apunct:Tpunct)
0.17 < 1.33 OK ------------------
y= (c'e) "0.5 + t'2
= 10.0 in
5-sL:Jb= i*tA 2/6
= 4-.17 in "3
fb/Fb= M/(5-sl<Jb'Fb)
0.09 < 1.33, OK
Fpunct= 2'sqrl:Cf'c)
= 89.4 psi
fv/Fv= Pu/(Apunct'Fpunct)
0.13 < 1.0 OK ------------------
y= (c'e) ..... 0.5 + t'.2
= 10.0 in
5-sl'Jb= i't" 2/6
= 417 in" 3
fb/Fb= M/C5-sl<JbTb)
0.05 <1.0, OK
I I 18!200G
tructural
oncepts
1729 S. Douglass Rd, Suite B
Anaheim, CA 92806
Tel: 714.456.0056 Fax: 714.456.00(236
e-mail: sceng@engineer.com
PrQject Name: STAPLES :1+1393
Project Number: F-011806-7
Date : 01118/06 JAN 2 0 2006
Srreet: NWC PALOMAR Ali<PORT RD. $ LOKER
City/State : CARLSBAD, CA.
Scope ofWork: STORAGE RACKS
.,-I
· Str~tural
Von~ts
~ t':ngineering
1725 S. Doualass Rd, Ste 0, CA 92806 Tel: 714.456.0056 Fax: 714.456.0066
By: BOB 5. Project: STAPLES #1393
TAoLE OF CONTENTS
Title PCJqe ..................................................................... . 1
TCJble of Contents ............................................................ . 2
Desiqn DCJtCJ CJnd Definition of Components ........................... . 3
CritfcCJI ConfiqmCJtlon ...................................................... . 4
Seismic Lo<Jds ................................................................. . Sto 6
Column ...................................................................... .. 7
BeCJm <'Jnd. Connector ...................................................... .. 8 to 9
BrCJcfnq ........................................................................ . 10
Anchors ...................................................................... .. 11
BC~se P!C~te ..................................................................... . 12
Si<'Jb on GrC~de ................................................................ . 13
Other Confiqm<Jtions ..................................................... .. 14
Mobile Shelvinq Overtmninq AnC~lysis .................................. . 15 to 16
GondoiCJ Shelving An<=llysis ................................................ . \C\ to%
Staples Selecttve F-0 I 180G-7 120X8X3G Page L of -~
Project#: f-011806-7
If I 8/?0CI.::
· St~tural
l.,on~ts '# E:ngineering
1725 S. Douglac:s Rd, Ste D, CA 92806 Tel: 714.456.0056 Fax: 714.456.0066
By: BOB 5. Project: STAPLES #1393 Project#: F-011806-7
Design DCJtCJ
1) The il n<Jiyses conforms to the requirements of the 2001 CBC utilizing division X of ch<Jpter 22 '!nd section "16:S0.2
2) Tr'Jnsverse brC~ced fr<Jme steel conforms to ASTM A570, Gr.45, with minimum strength, Fy=4.S ksi
Longitudin'll frC~me be<Jm <Jnd connector steel conforms to ASTM A570, Gr.45, with minimum yield, Fy=45 ksi
All oi:he1 steel conforms to ASTM A36, G1. 36 with minimum yield, Fy= 36 ksi
3) Anchor bolts sh<Jll be pmvided by instC~Iler per ICBO reference on pi<Jns <l!ld c<Jicui<Jtions herein. lnstCJiler must
provide CJny speci<JI inspection CJS qlled out on plcl!ls or cC)Icui<Jtions, or CIS required by the ICBO report indicCJted herein.
4) All welds sh<Jil conform to AWS pl"Ocedures, utilizin:J E70xx electrodes or simil<n· All such welds shC~ll be perf<)rmed
in shop, with no field welding ::Jllowed othedh<Jn those supervised by CJ licensed deputy inspector.
5) The reinforced slCJb is 5"thick with minimum 2000 psi compressive strength. Soil beC~ring c<Jp<Jcity is 500 psf
Definition of ComPonents
Frame
rje\gllt
Spactng
~::ij§~~~~+=====*
Front Vtew: Down Atsle
(Longitudinal) Frame
Column
Beam to Column
Connector
Base Plate and
.1\nchors
~~:;~·I
Sect1on A: Cross )\tsle
ITransverse ) Frar1e
Hortzontal
Bt"ace
Dtagonal
Br·ace
The components herein Clte designed within the guidelines of the 2001 CBC Clnd with due r-egClrd to estCJblished
industry st=Jnd<ll·ds set for1:h by the RCJck /11\Clnufucturer's Institute. The HnCJI design of the system is VCJlid only with
properClppr-ovql fi-om the [urisdfdfonCll buildin9 officiCJI.
Staples Select1ve F-0 I 180G-7 I 20X8X3G Page ~ of~ I/ 18/200G
· St~tural
I
Vonifi.Pts
~ l:.ngineering
1725 S. Douglass Rd, Ste 0, CA 92806 Tel: 714.456.0056 Fax: 714.456.0066
By: BOB 5. Project: STAPLES #1393 Project#: f-011806-7
Cont-igurCJtion & SummCJry: Selective 120" high x 36" cieep x W wide 5/R
T II l
60" I
+
I
120" I
I
I 60" I I
I I •.
' r l---~ I 36" t 120" \ 36"
+ '\
I 36" ,I I J __,..-
' +-36" -+-
Seismic Lone ' # Bm Lv!s # Di<Jqon;qls Be<Jm Length Ft<Jme Type
4 (N<J-1.0) 2 3 96 in Single Row
Component I Description STRESS
Column Fy=45Ksi 3x3x14q<J P=1575 lb, M=12818 in-lb 0.55-0K
Column B<tcker None None None N/A
Be<Jm Fy=45Ksl Lvl1: StepBe<!m 5"x2:!25"x0.07jg<! Lu=96 in l C<!pqcity: j9j1 1b/pr 0.25-0K
Be<Jm Connector Fy=45Ksi Lvl i: 4 PIN OK I Mconn=10180 in-lb I Mc<Jp=43449 in-lb 0.23-0K
Bt<J ce-Horizoni:<Jl Fy~45Ksi 1-5/8"x1-5/16"x16gil 0.1-0K
Bt<Jce-Di<Jgon;q! Fy=45Ksi 1-5/8"x1-5/16"x16gCJ 0.14-0K
B<Jse Pl<Jte Fy=36Ksi 4'' X 55" X 0.25"i:hk I Fixity·= o in-lb 0.32-0K
Anchor 1 per B<tse 05'' x 3.5" Embed HJLTI KWIK BOLT I! WEDGE lCBO ESR 1355 0.1-0K
Sl;qb 5" thk x 2000 psi si<Jb. 500 pst Soil Be<Jring Pressure 0.19-0K
Level Lo<Jd Story Force Story Force Column Column Conn. Be;qm
Per Level Beam Spcg Brace Tr<Jnsv Londit. Axi<Jl Moment Moment Connector
1,500 lb 60.0 in 36.0 in 188!b 147\b 1,575lb 12,818 "# 10,180 "# 4PINOK
2 1,500 lb 60.0 in 36.0in 3751b 2951b 788lb 4,421 "# 3,771 "# 4 PIN OK
36.0 in
Toti]l: 563lb 442lb
Notes
Staples Select1ve F~O I I 806~7 I 20X8X3G Page4 of-~ I/18/200G
I
I
,,
·s~etural
.... ,;nt~:ineering
1725 S. Douglass Rd, Ste D, CA 92808 Tel: 714.456.0055 Fax: 714.456.0066
By: BOB 5. Project: STAPLES #1393
Seismic forces Configuriltion: Selective 120" high x 36" deep x 8' wide 5/R
LCJter<=d CJn<Jlysis is performed with reg'-Jrd to sections2228.5.2 'lnd 1630.2 oHhe 2001 CBC
oCJse she'lr is higne5t of: 1) Cv'TW/(RTI.4) CEQ 30-4.) <= 2SOTW/(R'14.) CEQ 30-5)
2) 0 ii"C<J'I'W/1.4. (EO 30-6)
3) 0.8'TNvT'v\I/(R'"I.4-) (EO 30-7)
TriJnsvetSe (Cross Aisle) Seismic Lo<Jd
4)1.5%'CDL+LU (Se::: 22283.2)
T= Ct'(H)0.75 = 0.11 sec Ct-i:r<Jnsv= 0.020
v7778.3.2.= o.o15 Vm3o-4= 1.417
Vm3o-6= 0.035
BCJse SheCJr Coeff= 0.1786
Level
1
LL
1,500 lb
1,500 lb
Lonqitudin<Ji Wown<Jisle) Seismic Lo4d
v£030-i= 0.078 n-l:r<msv= i
Vtr<Jnsv= O.i786 • (150 lb + 3000 !b)
= 563 lb
LU(n-tr'Jnsv) DL hi wi'hi
1,500 lb 75 lb 60 in 94-,500
1,500 lb 75lb 120 in 189,000
3,000 lb 150 lb W=3150 lb 283,500
T= (t'(H)0.;5 = 0.20 sec
VEG30-4= 0.612
Vm3o-6= 0.035
B<Jse She<Jr Coeff= 0.14-03
<= Vm3o-s= Vooos.3.2.= 0.015
Vm,o-7= 0.061
Vlong= 0.14-03 • 050 lb + 3000 I b)
= 442lb
Level LL LUCn-lonq) DL
2
1,500 Ib
1,500 lb
Staples Select1ve F-0 I I 80G-7 I 20X8X3G
1,500 Ib
1,500 Ib
3,000 lb
75 lb
75lb
150 lb
60 in
120 in
W=3150 lb
Page 5 of~
94-,500
189,000
283,500
Project#: F-011806-7
\= 1.0
Seismic Zone 4., Z= 0.4-
(q= 0.4-4-
N:q= 1.0
Cv= 0.64
Nv= 15
(Tr::;nsverse) R= 4-.4-
Fi Fi'hi
187.7lb 11,262-#
~;75 3 !b 4-5,036-#
563lb I=56,298
(Longitudin:;Jl ) R= 5.6
n-long= 1
Fi
~14-7.3 lb
294-.7lb
4-4-2lb
l/18/200G
1725 S. Douglass Ret Ste D, CA 92806 Tel; 714.456.0056 Fax; 714.456.0066
By: BOB 5. Project: STAPLES #1393
DownCJisle Seismic LoCJc!s Configur<Ji:ion: Selective i20" high x 36" deep x 8' wide S/R
Determine the story moments by 'lpplying port<JI 'ln<Jlysis. The b<Jse pL:rte is <Jssumed to provide no fixity.
Seismic Story Forces
Vlong= 442lb
Vcol=Vlong/2= 221 lb
F1= 147lb
F2= 295lb
F3= 0 lb
Seismic Story Moments
/l.~b<Jse-m'Jx= 0 in-lb <=== Defilult cqp<lcity
Mb<Jse-v= (Vcol"hieif)/2
= 6,409 in-lb <=== Moment going to bc;se
Mb<Jse-eff= Minimum of Mb<Jse-mc;x <Jncl Mb<Jse-v
= 0 in-lb
M 1-1= [Vcol • h1effJ-MbC)se-eft
= (2211b ~58 in)-0 in-lb
= 12,818 in-lb
/Vlseis= CMupper+Mlower )/2
Mseis(i-1)= (12818 in-lb + 4421 in-lb)/2
= 8,619 in-lb
LEVEL hi Axi<Jl Lo<Jd
1 60in i,575lb
2 60in 78Blb
Mconn-<JllowC4 Pin)= 43,449 in-lb
Staples Selective F-0 I 180G-7 I 20X8X3G
M 2-2= [Vcol-CFI)/2] • h2
= [221 lb -1474lbl"60 in/2
::: 4r421 in-Ib
Mseis(2-2)= (4421 in-lb + 0 in-lb)/2
= 2,210 in-lb
Summ<Jry of forces
Column Moment Mseismic Mend-fixitv
12,818 in-lb 8,619 in-lb 1,561 in-lb
4,421 in-lb 2,210 in-lb 1,561 in-lb
Page lo of;;?~
Mconn
10,180 in-ib
3,771 in-lb
Project#: F-011806-7
5e(Jm Connector
4 PIN OK
4 PIN OK
1/ 18/200G
f
· St~tural
\,oniJi.Pts
~ l::ngineering
1725 S. Douglass Rd, Ste D, CA 92806 Tel: 714.456.0056 Fax: 714.456.0066
By: BOB 5. Project: STAPLES #1393
Column Configur<Ji:ion: Selective 120" high x 36" deep x 8' wide 5/R
Project#: F-011806-7
Conforms to the requiremerrts of Ch<Jpter C5 ofthe 1996 A lSI Cold Formed Steel Design M~nu<Jl for combined bending ;qnd ilXiid loilds.
Section Pro erl:ies
Loi!dS
Section: 3x3x14g'l
AeFF ~ 0.643 in A 2
lx = 1:130 in "'4
Sx = 0.753 in ""'3
rx = 1.326 in
nf= 1.67
E= 29,500 ksi
Axi<Jl=P= 1,575 lb
Axi<Jl An<Jl sis
Kxlx/rx = 1.2'60"/1.326"
= 54.3
!y= 0.749inA4
Sy = 0.493 in A 3
ry = 1.080 in
Fy= 45 ksi
Cmx= 0.85
Moment=Mx= 12,818 fn-lb
Kyly/ry = 1'36"/1.08"
= 33.3
Kx ~ 1.2
Lx = 60.0 in
Ky = i.O
ly = 36.0 in
Cb= to
(Column stresses@ Levell)
Fe > Fy/2
Fn= FyC1-Fy/4Fe)
t3--3.000 -1
c~~;J}oo
I L_._~ 0.075 In ·-c:i f-;.----1 l
Fe= n:"'2E/CKUr)m~x"'2
= 98.8ksi
Fy /2= 22.5 ksi
= 45 ksi"!i-45 ksi/(4"98.8 ksi)]
= 39.9 ksi
Pn= AeWFn
~ 25,639lb
P/PiJ= 0.12
Bending An<Jlysis
< O.i5
Check: P/P<i + Mx/Milx~i33
Pno= Ae'Fy
= 0.643 in "2 '45000 psi
= 28,935lb
M<Jx= /V\y/Qf
= 33B85 in-lb/1.67
= 20,290 in-lb
fJx= {1//1-(Qc'P/Pcr)J} A -i
Qc= 1.92
= {1//1-(192'1575lb/63465lb)]} A -1
= 095
Combined Stresses
P<J= Pn/Qc
= 25639/b/1.92
= 13,353lb
P<Jo= Pno/Qc Myield=My= Sx'Fy
= 28935lb/1.92
= 15,070 lb
Per= n:"2EI/CKUma,x"2
= 1C A 2'29500 ksi/(12'60 in) A 2
= 63,465 lb
= 0.753 in A 3 • 45000 psi
= 3~i.885 in-lb
(1575lb/13353]b) + C12818 in-lb/20290 in-lb) = 0.74 '1.33, OK ([Q (5-3)
Staples Selective F-0 I 180G-7 I 20X8X3G Page ·=\ of ~ I/ 18/200G
,,
· St~tural
l,oniW'ts
~ l:ngineering
1725 S. Douglass Rd, Ste D, CA 92806 Tel: 714.456.0056 Fax: 714.456.0066 =======================~-==~========================================= By: BOB 5. Project: STAPLES #1393 Project#: F-011806-7
==============================================================================================
Be<Jm Configur'-Jtion: Selective 120" high x 36" deep x 8' wide 5/R
The be'-Jm to column connection is '-JSsumed to provick p'-lrii'-ll end tixity tor the be'-Jm tr<Jme. The end moment C'-Jicui<Jted herein is <Jddec\
to the l<Jter'll force force ported moment when <JnCJlyzin<J the connection C<Jp<Jcity. Desi<Jned per section 2228 of the 2001 CBC
Section Pro erties
Be'-Jm /vlembeJ·= StepBeCJm 5"x2:125"x0.075g'l
Bend in
Be<J m <Jt Level= 1
Be<Jm Type= Formed
lx= 3.159 in~ 4-
Sx= 1.249 in A3
Len<jth=L = 96.0 in
Lu= 96.0 in
% End Fixity= 25 %
0 = 0.25
Mcenter= jS"(wL ~ 2/8)
= 0.832"( wL"" 2/8)
Mends= 0'Mm<lxCfixed ends)
= ( wl A 2/42Y0.25
= 0.0208'wl" 2
Fb= 0.6 'Fy
= 27,000 psi
Fb-df= 27,000 psi
Live Lo<Jd/P<Jir= 1,500 lb
/V\center= 0.104 •· wL A 2
= 7,807 in-lb
M= 7,807 in-lb
fb= CM/Sx)/q
= 7,144-psi
Bending ('-Jpcity= 5,951 lb/p<Jir
DeAection
DeA-21 I low= U180
= 0.533 in
DeAection C<!p<!city= 10,356 lb/P<Jir
BeCJm Weight= 4.0 lb/ft
Thickness= 0.075 in
Be<lm Shilpe= Step
lmpCJct f<Jctor (q )= 0.875
Coeff ~= 0.104/0.125
= 0.832
fv'\center= Mcenter(simple ends)-0'Mcenter(fixecl enclsJ
= wL A 2/8 -(0.25 ' wL A 2/12)
= wL A 2/8 -wL" 2/48
= 0.104-' wl A 2
Fy= 45,000 psi
DeCJcl Lo<Jd/P<Jit= (4 lb/ft) ' 2' 96 in/12
= 64-lb
/l~encls= 0.0208"wL"' 2
= 1,561 in-lb
Fb!Fb= 714-4-psi/27000 psi
0.26 <= 10, OK
<=== Criticql
DeA= ~' [5wL"4/(384-Tix)]
Pist Loqq=w= 8.1lb/in
[5'8 1 lb/in"(96 in)"' 4-/(384-'29.5x10'" 6 psi" 3.159 in"' 4)]'0.832
0.080 in <= 0.533 in, OK
Allowqb]e lo<Jd per beilm p<Jir= 5,951 lb
Staples Select1ve F-0 I 180b-7 I 20X8X3b Page '2, of ~ 1/ 18/200G
·St~tural
U ts
ngineering
1725 S. Douglass Rd. Ste D Anaheim. CA 92806 Tel: 714.456.0056 Fax: 714.456.0066
By: BOBS. Project: STAPLES #1393 Project#: F-011806-7
4 P1n Beam to Column Connection Select1ve I 20" h1gh x 3G" deep x 8' Wide S/R
Mconn max= I 0, 180 m-lb
Connector Type= 4 Pm
Shear CapaCitv of Fm
PIN DIAM= 0.44 m
Ashear= (0 .438 m) "' 2 • Pl/4
= 0. 1 507 In " 2
Fshear= 0.4 • fy • Ashear
fy= 45,000 psi
= 0.4 • 45000 psi • 0. 1507m "'2
= 2,713 lb
Bearmg Capac1tv of Fm
Per the 199G AISI Cold formed Steel Manual, Sec E3.3:
teo!= 0.08 m fu= G5,000 ps1
Omec;Ja= 2.22 alpha= 2.22
Fbeannc;J= alpha • fu • d1am • tcoi/Omec;Ja
2.22 • G5000 PSI • 0.438 IN • 0.075 IN/2.22
= 2, I 35 lb < 27 I 3 lb
Moment CapacJtv of Bracket
Edc;Je D1stance=E= I .00 m Pm Spacmc;J= 3.0 m
C= PI +P2+P3+P-tclip= 0. 18 m
= PI +P l•(t;.S'Y9.5")+P 1•(3.5'Y9.5")+P I *(0.5'Y9.5")
= 2. I 05 • PI
fy= 45,00() PSI
Sclip= 0.127 m"'3
Mcap= Sclip • Fbendlnc;J SINCE c·d= Mcap = 2. I 05 AND d= E/2
= 0.1271N"'3*0.GG•fy
= 3,772 m-lb
Pclip= Mcap/(2. I 05 • d)
= 3771 .9 m-lb/(2.1 05 • 0.5 m)
= 3,5841b
= 0.50 In
Thus, PI = 2, I 35 lb
Mconn-allow= [P 1•9.5"+P l•(t;.5'Y9.501)*G.5" +P 1•(3.5'Y9.5")3.5" +P I•(0.5'Y9.5")'0.5'1• I .33
= 2135 LB.[9.5"+(G.5'Y9.5")"G.5"+(3.5'Y9.5")*3.5"+(0.5'Y9.5")*0.5'j• I .33
= 43,449 m-lb > Mconn max, OK
5taple5 Select1ve F-0 I I 80G-7 I 20X8X3G Page(\ of ~ I I I 8/200G
i "St~tural
Von~ts
~· l:.ngineering
1725 S. Douglass Rd, Ste D, CA 92806 Tel: 714.456.01)56 Fax: 714.456.0066
By: BOB 5. Project: STAPLES #1393 Ptoject #: F-011806-7
Tr<msverse Br<Jce Conftgurc:tion: Selective 120" high x 36" deep x 8' wide 5/R
Section Pro erties
Di'!gon<~l Member= 1-5/8"xi-5/16"x16gil
Are<J= 0.24-1 in A 2
r min= 0.4-27 in
Fy= 45,000 psi
j(= 1.0
Qc= 1.92
FrCJme Dimensions
Bottom P<Jnel Height=H-:i6.0 in
Fr<Jme Depth=D= 36.0 in
Column \11/idth=B= 3.0 in
Di'l on<Jl Member
V=Vh<Jnsv= 563lb
Ldi<Jg= [CD-B'2) A 2 + (H-6") A 2] "1/2
= 42.4-in
Pm<Jx= V'CLdi<Jg/D)
= 663lb
Pn= AREA'Fn
= 0.24-1 in A 2 • 27855 psi
= 6,713 ib
P<Jilow= Pn/Q
= 6713 lb /1.92
= 3,496lb
f<JIF<J= 0.19
Horizontzd br<Jce
Pm:jx=V= 563 lb
CkiM= Ck" Lhmiz)/r min
= (i x 36 in) /0 4-27 in
= 84-.3 in
SINCE Fe>Fy/2, Fn=Fy'C1-fY/4fe)
= 32,643 psi
0.14-
<= 1.33 OK
<= 1.33 OK
Staple5 Selecttve F-0 I 180G-7 I 20X8X3G
Horizont'll Member= 1-5/8"xi-5/i6''xi6g<J
Areii= 0.241 in A 2
r min= 0.4-27 in f-! .G25 tn_,
Fy= 45,000 psi
K= 1.0 R t;"" I
I "'I __ L 2 tn
Cle<Jr Depth=D-B'2-30.0 in
X Br<Jce= NO
Ckl!r)= (k • Ldi<Jg)h min
SiNCE Fe>Fy/2,
= (1 x 4-2.4 in /0.4-27 in )
= 99.3 in
Fe= pi A 2'E/Ckl/r) A 2
= 29,527 psi
Fn= Fy"Cl-fy/4(e)
= 27,855 psi
Check End Weld
Lweld= 2.5 in
Fu= 65 ksi
tmin= 0.060 in
Welc\ CGJpC:city= 0.75' trnin' l" fu "1.33/:2.5
Fe= pi A TE/Ckl/r) "2
= 40,970 psi
Pn= AREA'Fn
= 0 241in "2'32643 psi
= 7,867lb
Page \0 of ?1,o
3,887lb OK
Fy/2= 22,500 psi
PC! llow= Pn/Qc
= 7867 lb /1.92
= 4,097lb
I/ 18/200G
i ·St~~tural
Von~ts
~~<} l:.ngineering
1725 S. Dougiass Rd, Ste D, CA 92806 Tel: 714.456.0056 Fax: 714.456.0066
By: BOB 5. Project: STAPLES #1393 Project#: F-011806-7
Anchors Configurii"tion: Selective 120" high x 36" deep x 8' 'Nfcle 5/R
Check overturning per section 2228.7.1 ofthe 2001 CBC
Lo'Jds
Vtr:Jns=V= 563lb /
/ v
DUFrame= 150 lb
LUF1·ame= 3,000 lb Fr'Jme Depth=D= 36.0 in ~~ Wst=(0.9'DL+LUn)totql= 3;135 lb Htop-\vl= UO.O in
LL@ TOP= 1,500 lb #Levels= 2
DL!Lvl= 75 lb n-tr<Jnsv= 1 1/ DL'0.90= 68lb # Anchors!Bctse= 1 T i
Lateral Ovt Forces=S(Fi'hi)= 56,298 in-lb n= 1
Fully Lo<Jd.ed r<Jck SIDE F! EVATION
Vtr<Jns= 563 lb
Movt= I,(Ff''hiYi.15 Mst= Wst' D/2 T= CMovi:-Mst)/D
= 56298in-lb "1.15
= 64 . .7 43 in-lb
= 3135lb' 36 in/2
= 56,430 in-lb
= (64743in-lb-56430 in-lb)/36 in
= 231 lb
Top Level Lo<Jded Only
Cl·itical Level= 2
Anchor
Vtop= 2.5'Cil'!CDL + LL@top/n-tr<Jnsv )/(R'1.4)
= 0.1786 • (75lb + 1500 lb/1)
= 281lb
Mst= 0.9'CDL-tot;:Ji + Lltop/n) 'D/2
= (1500 lb/1 + 67.5 lb"2'0.9) '36 in/2
= 29,187 in-lb
Hgt@ Lvl2= 120.0 in
Movt= Vtop'Htop'1.15
= 281295lb' 120 in '1.15
= 38,819 in-ib
T= (/V\ovt-Mst)/D
= (38819 in-lb-29187 in-lbY36 in
= 2681b
Check (1) 0.5'' x 3.5" Embed HlLTl KWJK BOLT II WEDGE <Jnchor(s) per b<Jse pl'lte.
Speci<Jl inspection is not provided per ICBO ESR 1355.
Fully Lo<Jded
Top Level Lo<Jded:
Pullout Cilpilcity=Tcqp= 875lb
Sheqr (<Jp<Jcity=Vc<Jp= 1,840 lb
Tqp'Phi= 1,164 Jb
Vqp' Phi= 2,447/b
LA City Jurisdiction! NO
Phi= 1.33
C2311b/11641b) A 1.66 + (282lb/2447]b) A 1.66 =
(268 lb/1164 lbJ A 1.66 + (141 lb/2447lbJ A 1.66;
Staples Select1ve F-0 I I 80G-7 I 20X8X3G Page \ \ of ::J{.o
0.10 <= 1.0 Of<.
0.10 <= 1.0 OJ<
1/18/200(;
' 'St~tural
\Jon~ts
~ l::ngineering
1725 S. Doualass Rd, Ste D, CA 92806 Tel: 714.456.0056 Fax: 714.456.0066
By: BOB 5. Project: STAPLES #1393
BCJse PJ21te Configur<Jtion: Selective 120" high x 36" deep x 8' wide 5/R
Section
Width=W = 4.00 in
Depth=D = 5.50 in
Column Width=b = 3.00 in
L = 0.50 in
Pl<Jte Thickr;ess=t = 0.250 in
Down Aisle LoC~ds
p = t575lb
<1 = 1.00 in
Anchor c. c. =2':;=d = 2.00 in
N=# Anchor/B'lse= i
Fy = 36,000 psi
Mb4se=Mb = 0 in-ib
Axi<d Be<!ring stress=f<J = PIA= P/CD'W)
= 72 psi
Mi= wl" 2/2= f<J'L A 2/2
= 9 in-lb
Moment Stress=fb = /'vVS = 6'/\~b/! (D'B "2]
= 0.0 psi
Moment 5tress=fb1 = (b-fb2
= 0.0 psi
M3 = (l/2Ytb2'L'(2/3Yl = (1/3)'tb2'L ~ 2
= o in-lb
5-pL::rte = (1 )(t A 2)/6
= 0.01 in" 3/in
fb/Fb = Mtota,l/((5-pla,te)CFb)J
0.02 OK
T<Jnchor = (Mb-(P'0.9)('l))/[(q)'N/.2]
= -1,418lb No Tension
Cross Aisle Lo<Jds
Pst<~tic= "1,575 lb
Moment Shess=fb2 = 2 ' fb ' L/W
= 0.0 psi
M2= fWL A 2)/2
= 0 in-lb
Mtot::l = Mi+;\1\2+/V\3
= 9 in-lb/in
Fb = 0.75'Fy'l33
= 35,910 psi
TCJllow= 1,i64lb OK
Project#: F-011806-7
Movt= 64,743 in-lb
Fr<~me Depth= 36.0 in
Pseismic= Movt/fr<Jme Depth
= 1,798 lb
P=Pst'ltic+Pseismic= 3,373lb
b =Column Depth= 3.00 in
L =BCJse Pbte Depth-Col Depth= 1.25 in
fCJ = PI A= P/W'W) M= wl A 2/2= fCJ'L A 2/2
= 153 psi = 120 in-lb/in
SbC~se/in = (i)(tA 2)/6 FbC~se = 075'Fy'1.33
= 0.01 in "3/in = 36,000 psi
fb/Fb = M/ICS-piCJte)CFb)J
0.32 OK
Staples Select1ve F-0 I 180G-7 I 20X8X3G Page \2_ of ::::to I/18/200G
By: BOB 5. Project: STAPLES #1393 Pwject #: f-011806-7
5lCJb on GrCJde Conffgm<li:ion: Selective 120" high x 36" deep x 8' wide 5/R
\ slab ,/' '•,, t t
?/:kiill\illliillilllllfll\\\1\\llllilillil!lrnll\llllllill\iillll\illi\\\\IIIIII\IIC t x -~~ 1-Yc ~ ! I
Concrete
f'::= 2,000 psi
tsi2Jl:,=t= 5.0 in
phi=0= 0.65
Soil
fsoil= 500 psf
MO'It= 64-,743 in-lb
Fnme clepth= 36.0 in
SLAB ELEVATION
Base Plate Baseplate Plan View
B= 4.00 in
D= 5.50 in
Lo<Jd (<Jse 1: Product + Seismic
wictl:h=q= 3.00 in
depth=b= 3.00 in
eft. b<Jsepl<Jte width=c= 350 in
eff. b<Jsepi<Jte depth=e= 425 in
(Sec 1922.7.5)
Product DL= 75lb
Product LL= 1,500 lb
P-seismic-E-CMovt/Fr'lme depth)*i.4
= 2,518lb
(Strength Design Lo'lds)
Puncture I
Pu= l1'(12PDL+0.5PLL+1.0'E)
= 3,694lb
(Sec 1612.2.1, EO 12-5)
Apunct= [ (c+t)+(e+t)]*2*t
= 17750 in"' 2
Sl<Jb Bending I
Asoil= CP'144)/(fsoil)
= 1,064 ft" 2
x= (L-y)/2
= 9.4 in
Fb= 5'Cphitcf'c) "05
= 145.34 psi
Lo<Jcl (<Jse 2: St<Jtic Lo<Jcls
Puncture
PDL= 75lb
Pu= 1.4'PDL + iTPLL
= 2,655lb
Apunct= [(c+t)+(e+t)J?t
= 178 in"' 2
Sl21b Bending
Asoil= CPu'144)/CfSoil)
= 765ft"2
x= (L-y)/2
= 6.9 in
Fb= 5'CphitCf'c) A 0.5
= 145.34 psi
L = CAsoil) /'-0.5
= 32.62 in
M= w'x" 2/2
= Cfsoil'x"' 2)/(144'2)
= 152.8 in-lb
(5ec192251)
PLL= 1,500 lb
(5ec1909.21, E09-1)
L= CAsoil) "0.5
= 27.65 in
M= w'x" 2/2
= Cfsoil'x ~ 2)/(144'2)
= 82.6 in-lb
(Sec 192251)
Staples Selective F-0 I I 80G-7 I 20X8X3G Page \ ·~ of '::Jlo
Fpunct= 2'sqrtCt'c)
= 89.4 psi
fY/Fv= Pu/CApurJd'Fpunct)
0.23 < 1.33 OK
y= (c~e) /'-05 + t'2
= 13.9 in
5-sb b= l't" 2/6
= 4.17 in A 3
(b/Fb= /V\/(5-siCJb'Fb)
0.25 < 1.33, OK
Fpunct= TsqrtCf'c)
= 89.4 psi
fdFv= Pu/(Apunct'Fpunct)
0.17 <10 OK
y= (c'e) "0.5 + t'2
= 13.9 in
5-sl.:Jb= Yt" 2/6
= 4.17 in "3
fb/Fb= /V\/(5-sbb'Fb)
0.14 <tO, OK
1/18/ZOOG
·St~tural
Von~ts
~ l:ngineering
1725 S. Douglass Rd, Ste D, CA 92806 Tel: 714.456.0056 Fax: 714.456.0066
By: BOB 5. Profed: STAPLES #1393 Profed #: F-011806-7
Contigut<rtion & Summ~ry: Selective 120" high x 4-8" d.eep x 8' wi(k 5/R
l T f j
I 60" I
.20" + l
I 60"
" l
' '
Seismic Zone # Bm Lvls Be<Jm Lengt Fr<Jme Type
4-(NCJ-1.0) 2 96 in Single Row
Component Description STRESS
Column Fy~45Ksi 3x3x14g<J P~1575 1b, M~128'f8 in-lb 0.55-0K
Column B<Jcker None None None N/A
Be<Jm Fy=4-5Ksf Lvl1: StepBeilm 5"x2.125"x0.0;5g<J Lu=96 in I C<Jp<Jcity: 5951 lb/pr 0.25-0K
Be<Jm Connector Fy=4-5Ksi Lvl i: 4-PIN OK I Mconn=10180 in-lb l Mqp=434-4-9 in-lb 0.23-0K
Bt<!ce-Horizont<J! Fy=45Ksi 1-5/8"x1-5/16 "x16g'l 0.15-0K
Bt<Jce-Di<Jgon<!l Fy=45Ksi 1-5/B"xi-5/16 "x16g'l 0.18-0K
B4se Pl<Jte Fy=36Ksi 4" X 5.5" X 0.25" tnk I Fixity= 0 in-lb 0.28-0K
Anchor 1 per B<Jse 05"x 3.5" Embed HILT! KWIK BOLT 11 WEDGE !CBO ESR 1.:i55 0.03-0K
Sl<Jb 5" thk x 2000 psi sl<Jb. 500 pst Soil Be<Jring Pressure 0.17-0K
Level Lo<Jd Story Force Story Force Column Column Conn. Be<Jm
Per Level Be<Jm Spcg BtGJce Tr<Jnsv Lon it. Axi'll Moment Moment Connector
i i,500 ib 60.0 in 360in 188 ib i4-7lb i,575lb 12,818 "# 10,180 "# 4 PIN OK
2 1,500 lb 60.0in 36.0 in 375lb 295lb 788lb 4,421 1/.J.J,. 3,771 "# 4PIN OK 1T
36.0 in
Tot;JI: 563 lb 442lb
Notes
Staples Select1ve F-0 I 180G-7 120X8X4·3 Page \4-of ~ 1/ I 8/200G
I
' <
, Str~t~ral
\.,onc~ts
=tt~c:.c:;;, l:.ngineering
1729 S. Douglass Rd, Ste B Anaheim, CA 92806 Tel: 714.456.0056 Fax: 714.456.0066
84" TALL MOBILE SHELVING OVERTURNING ANALYSIS
I
I
l ·s~etural
~n~::ineering
1725 S. Douglass Rd, Ste D, CA 92806 Tel: 714.456.0056 Fax: 714.456.0066
By: BOBS. Project: ST APL£5 #1393 Project#: F-011806-7
ContigurCJtion & 5ummCJry: Mobile RClck 18" deep x 8' wide x 84" High
4 CN<J-1.0
Component I
Column
Column B<Jcker
Be<Jm
Be<Jm Connector
tlt2Jce-Horizontq!
Br<Jce-Di<JgonCJl
B<Jse Pl<rte
Anchor
Sl<JP
Level Lo<Jd
Per Level
1,000 lb
2 1,000 lb
3 1,000 lb
Notes
Staples Mobile F-0 I I 80G-7
' ' rt T.
38"
84" +
I 38"
J T
8"
'· J
'
\ .. \ \ \\
36" I l/
--~"--r --96" -----+
# Bm Lvls Fr<Jme Type
3 2 I
Description STRESS
Fy=45Ksi 3x3xi4g<J P=i075 lb, M=4045 in-lb 0.2-0K
None None None N!A
Fy-45Ksi Lvl!: StepBe<!m .:S.375"x2.4375"x16~p Lu=96 in I C<ip<!city: 2410 lb/pr 0.41-0K
Fy=45Ksi Lvl 1: 4 PIN OK I Mconn=3763 in-lb I Mcqp=302!8 in-lb 0.12-0K
ry-45Ksi 1-5/B"x1-5/16"xJ6g'l O.OB-OK
Fy=45Ksi 1-5/8'1x1-5/16r;x16g<J 0.18-0K
Fy=36Ksi 4" X 5S1 X 0.25'1thk I Fixity•= 0 in-!b 0.39-0K
1 per B<Jse Hilti KBli 1/2" x 3-1/ L" Em be<:] w/out lnspec. lCBO 462/ 0.64-0K
5<~ thk x 2000 psi sl::tb. 500 psr Soil Be<Jring Pressure 0.29-0K
Story Force Story Force Column Column Conn. Be4m
Be<!m Spcg Br<~ce TtqtJSV Long it. Axi'll Moment Moment Connector
8.0 in 36.0 in .:S3lb 26lb 1,613 lb 1,356 ";;. 3,763 "# 4PIN OK
38.0in 36.0 in 192lb 151lb 1,075lb 4,045 "# 4,391 "# 4 PIN OK
38.0 in 351 lb 275 Jb 538lb 2,613 "# 2,369 //# 4 PJN OK
576lb 452lb
Page \l:J of% I/ 18/200G
'St~tural ·
Von~ts
~ l:ngineering
1725 S. Douglass Rd, Ste D, CP. 92806 Tel: 714.456.0056 Fax: 714.456.0066
By: BOB 5. Pwject: STAPLES #1393 Project#: f-011806-7
Anchors tor 5t<Jtion<Jry Vn its Configur<Ji:ion: Mobile R;,ck te>" deep x 8' wide x 84" High
Check overturning per section 2228.7.1 ot the 1997 VBC
Vtr::ms=V= 576 lb
DUFr~me~ 225 lb
LUFI·qme~ 3,000 Jb
Wst=(O.Y'LlL+LUnJ-to-f:CJl= 3,2.03lb
LL@ TOP= 1,000 lb
Dl/Lvl= 75 lb
DL"0.90= 68lb
lqterc;l Ovt Forces~SCFi'hO~ 38,550 in-lb
FrCJme Depi:h=D= 18.0 in
Htor-tvl= 1::14.0 ir;
#Levels= 3
n-tt'Jnsv= 1
# Anchors/52)se= 1
w1
T
Fully Loa.<:led ra.ck SIDE E1 EVATI0N
Vtr<Jns= 576 lb
.Movi:= ICFi'hiY1.15 Mst= Wst' D/2 T= (ti,ovt-Mst)/D
= 38550in-lb • i.15
= 44,333 in-lb
= 3202.51b • 18 in/2
= 28,823 in-lb
= (44333in-lb-28823 in-lbJ/18 in
= 862lb
Top Level LoCJclecl Only
C1·iticcrl Level= 3
Anchor
Vtop= 2SC.q' I(DL +LL@top/n-i:r;Jnsv )/(R'1.4)
= 0.1786, (75lb + 1000 ]b/1)
= 192lb
/V\si:= 0.9'CDL-totiil + Lltop/n) 'D/2
= (1000 lb/1 + 67.5 lb"3'0 9) '18 in/2
= 10,640 in-lb
Hgt @ Lvl3= 84-.0 in
Movt= Vtop'Htop'1.15
= 191995 lb •· 84 in ' 1.15
= i8,547 in-Jb
T= C/V\ovt-/V\st)/D
= (18547 in-lb -10640 in-IJ:.)/18 in
= 439 lb
Check (1) HiH:i KBil1/2" x 3-1/2" Embed w/out lnspec. <mchor(s) per b<Jse pl<Jte.
Speci<Jl inspection is not provided per ICBO 4627.
Fully Lo¥1ed:
Top Level Lo21c\ec\:
Pullout C~p'lcii:y=Tcqp= 875 lb
She21r C<ip<~cii:y=Vqp= I,B40 \b
Tcilp'Phi= 1,164 lb
Vcilp'Phi= 2,447 lb
LA City Jurisdiction/ NO
Phi= 1.33
(862 lb/1164 I b) A 1.66 + C288 lb/24-47lb) A 1.66 =
(439 lb/1164 I b) A 1.66 + (96 lb/2447 !b) A 1.66 =
Staples Mobile f-0 I 180b-7 Page \-=\ of ~
0.64 <= 1.0 OK
0.20 <= 1.0 Oi<.
l/18/200,;
·s~etural
~:,,,,.,,,,_()~~:ineering
--1725 S. Douglass Rd, Ste D, CA 92806 Tel: 714.456.0056 Fax: 714.456.0066
By: BOB 5. Project: STAPLES #1393
Anti-Tip Device Conhgur<Jtion: Mobile Rclck lt'i deep x 8' wide x 84" High
<:heck <lnti-tip device for upliff lo<Jds aetermined for shtion•ry units
M<lx Vplift=T= 862 lb
D= 26 IN
Check Bolted Connection
Bolt DiCJm= 0.3125 in
# Bolts=N= 2
Are'l-bolt= 0.25 in" 2
Fv= 21,000 psi
Allow'lble Lo<Jd= Are<J-bolt * N • Fv
10,290 lb
Staples Mobile F-0 I 180G-7
(Gr'lde 5/ A325 bolts)
8.0% OK
Page \~of ~-jfl
Project#: F-Oii806-7
1/1 8/200G
!.
s·tr~t~ral
\,.,on~ts
Gzji~~ l:.nginee!ing
~t{c4;bi 1729 S. Douglass Rd, Ste 8 Anaheim, CA 92805 Tel: 714.456.0056 Fax: 714.456.0066
GONDOLA SHELVING ANALYSIS
'~
·st~turat
VoniW'ts
~i!f--lj 1:. ngineering -~~ 1725 S. Doualass Rd. Ste D. CA 928&6 Tel: 714.4§6.0056 Fax_: 714 456.0066
By: Bob S. Project Staples #1393 Project #: F -011806-7
Design D<!t<l
1) The <Jn<Jlyses conforms -to the requirements of the 2001 CBC
2) Column s-teel minimum yield Fy=60 ksi
Arm s-teel minimum yield Fy=90 ksi
B4se s-teel minimum yield Fy=35 ksi
All other steel conforms to ASTM A36, Gr. 36 with minimum yield, Fy= 36 ksi
3) Anchm bolts sh'lll be provided by ins-t4!ler per !CBO reference on plqns ;:;nd cqlculZJtions herein. lns-tZ:Jliel-musi:
provic\e qny speci;J\ inspection CJS cC]\\ed, out on pl<Jns or cC]icubtions, or CJS required, by the lCBO report ind.icCJted herein.
4) Ail welds sh<;ll conform to AWS pwcedures, utilizing E70x.x electrodes or simihJY. Ali such welds sh<Jll be perfiHmed
in shop, with no Held welcling CJllowecl other th;;m those supervised by c; licensed deputy inspector.
5) The slitb on gr'!de is 5'1 thick with minimum 2000 psi compressive s-trength. Soil beCJiing c;:;p¥ity is 500 ps(
Conhqurqtion: Sql 3 Lvl120" I <~II x 22" geep
'
225 lb
T
36in
225 lb +w .L. .l,
36in
225 lb + 36in
l t +-22 rn -i
Side Elev(ltion
Staples Gondola F -0 i I ·50G-7 Page 2LJof ~. 111 o/200G
') 'o
'St~tural
\Jon~ts ,r> <_ l::ngineering
1725 S. Douglass Rd. Ste p, CA 92806 Tel: 714.456.0056 Fax: 714.456.0066
By; BobS. Project; Staples #1393 Project#: F-011806-7
Summ2;ry ot Results Contigm<Jtion: Sgl 3 Lv\ 84." T<Jl\ x 113" deep
Code: 2001 CBC 1 200 lb J •
IT
1
Type: Single Sided
Seismic lone: 4. Nv=1.3
I'~+-I Bilse She'll" Coef: 0 2709 Trilnsverse/0.2183 Longitudinill
!-------" 1 84 In
Number oflevels: 3
'j2001bl!
! . I
I
I
/Results
24in
II I--------., l ;
Side Elevation
l 7
1) Column Stress= 42% CJt 630 lb ilXiCJi ilnd 14976 in-lb b4se moment
'2) Arm Stress = 17% <Jt 1890 in-lb moment
3) B<Jse Stress = 38% <Jt 14976 in-lb moment
4) Anchor Stress= 14% with 1/4." x 2-1/2'' HILT! KW!K BOLT 11 (2)/end
5) Sli!b Stress= 12% <Jt 630 lb <Jxi<d lo<Jd
Level
1
2
3
Staples Gondola F-0 I I 80(:;-'7 Page L i of <i.e
OK
OK
OK
OK
OK
Load Arm So~cinQ.
200lb 24 in
200lb 24in
200ib 24-in
Sgl Sided Gondola Plan Anchor Plan
l/18/200(:;
J
'St~tural
\,on~ts r:ESfJ.i~ . oy: ~::Jr:t/ ngme ..... 1ng
.:.-.:::z.:-:-:-:;~ ··~~ 1725 S. pouglass Rd. Ste D. CA 92806 Tel: 714.456.0056 Fax: 714.456.0066
By: BobS. Project: Staples #1393 Project#: F-011806-7
Summo.ry ot !<.esu\ts Configur<Jtion: Sgl 3 Lv\ 84-" T<JI\ x 22" deep
Code 2001 CBC
200 lb Type Single Sidec\
I 1/
I 2; in
r +,~. I 84 in
24tn I ~j_i'
1 · I l I 24 in I
I! l 1 \ I I l
Seismic Zone: 4. Nv=1.3
Bilse She'lr CoeF: 0.2709 Tr~nsverse/0.2183 Longituc\in<;l
Numberoflevels: 3
Level Load Arm SJ;ZacinQ.
1 200 lb 24in
2 200lb 24in
3 200lb 24in
I -r! r ; t 22 In "
Side Elevation
/Results
OK r· ~ u fiB'
OK l
1) Column Stress= 45% <Jt 630 lb 2!Xi<Jl <Jnd 16176 in-lb b<Jse moment
2) Arm Stress = 21% <Jt 2310 in-lb moment
OK I I 3) B<Jse Stress = 41% <Jt 16176 in-lb moment
4) Anchor Stress= 6% with 1/4" x 2-1/2" HILT! KWIK BOLT II (2)/end OK .l_k l
4i! le eLJ
5) Sl;=Jb Stress= 12% <Jt 630 lb a.xi<d lo<Jd OK Sal Sided Gondola Plan Anchor Plan
Staple. Gondola F-0! I 80G-7 Page ~~of ~ 1/ 18/200G
.I
I
' ~
'St~tural
V?n~~:ineering
1725 S. Douglass Rd. Ste D. CA 92806 Tel: 714.456.0056 Fax: 714.456.0066
By: Bobs_ Project: Staples #1393 Project#: F-011806-7
Summ<Ji)' ot R.esu\ts
-Configuration Coc\e: 2001 (P,(
k-7f---Type Single Sided
l 2L ~~J__I r-I 84in
Seismic Zone: 4-Na,=i
B<Jse She'lr Coef 0.2709 Tr<insverse/0.2183 Longituclin'll
NumberoFLeveis: 3
Levei Load Arm Soacing
i 200!b 24 in
2 200!b 24in
3 200!b 24-in
)--------------,1 l l
'
L ___Jr;
1 24rn l
''
Side Elevation
/
I 't Resw s
1) Column Stress= 47% <Jt 630 lb <JXi<Jl <Jncl16776 in-lb b<Jse moment OK r·~ OK l[ OK n I
OK .....
2) Arm Stress= 22% <tt 2520 in-lb moment
3) B<Jse Stress= 4-3% <Jt 16776 in-lb moment
4-) Anchor Stress= 4-% with 1/4-" x 2-1/2" HILT! KWIK BOLT II (2)/end
5) s]qb Stress = 12% <Jt 630 lb <Jxi<Jllo<Jd OK Sgl Sided Gondola Plan Anchor Plan
Staples Gondola F-0 I 180G-7 I/ 18/200G
&
·gt~tural
\.,on~ts
~i£~ l:.naineerinq ~0ri£7 ~ -1725 S. Douglass Rd. Ste D. CA 92806 Tei: 714.456.0056 Fax: 714.456.0066
By: Bob S. Project: Staples #1393 Project#: F-011806-7
Summ21ry ot Results
Confluurai:ion Code: 200i CBC ~ 200 lb -----;f,i -1
\ \
Type: Single Sided
N:a,=1 Seismic Zone: 4 Nv=1.3
j
24-in
f 200 'b" 1 1
5;Jse She<Jr Coef: 0.2709 Tra,nsverse/0.2183 Longil:udina,l
~8~in Number of Levels: 3
24 in '
200ib J_
Jinl l l -II I r 7
Side Eleva-tion
1) Column Stress = 52% <Jt 630 lb <JXi<Jl <Jnti 18576 in-lb b<Jse moment
2) Arm Stress= 28% <Jt 3150 in-lb moment
3) B;Jse Stress = 47% <rt 18576 in-lb moment
4) Anchor Stress= 2% with 1/4" x 2-1/2" HILT! KWlK BOLT ll (2)/end
5) SICJb Stress= 12% <Jt 630 lb <Jxi<d lo<Jd
Level
1
2
3
Staples Gondola f-0 I 180G-7 Page 2.4 of ~
OK
OK
OK
OK
OK
Load Arm Soi]cins_
200lb 24in
200ib 24in
200lb 24in
Sal Sided Gondola Plan Anchor Plan
1/ 18/201X.
• I l
~ "Stt~tural
\Jon~ts
~· t:. ngineering
1725 S. Douglass Rd. Ste D. CA 92806 Tel: 714.45fL0056 Fax: 714.456.0066
By: BobS. Project: Staples #1393 Project#: F-011806-7
Summ<ny or Results Configm<;tion: Sgl 3 Lvl 84" T2;\\ x 32" c\eep
Configm<Jtion Code: 2001 CBC
Type Single Skld
Seismic Zone: 4
BC!se She<Jr Coef 0.2709 Tr;msverse/0.2183 Longitudin::d
Number oflevels: 3
Side Elevation
!Results
11) Column Stress= 53% <ri: 630 lb <lXiCJl 'lncl19176 in-lb oCJse moment
2) Arm Stress= 30% 4t 3360 in-lb moment
3) B<Jse Stress= 49% 4t 19176 in-lb moment
4) Anchor Stress= 2% with 1/4" x 2-1!2" H!LTi KWJK BOLT ll (2)/end
Level
2
3
OK
OK
OK
OK
OK
Load Arm 5(2acin.g
200lb 24-fn
200lb 24 in
200lb 24 in
Sal Sided Gondola Plan Anchor Plan
1
5) Sl<Jb Stress = 12% <Jt 630 lb <Jxi<Jllo<Jq
[.______ ______ ______.~
Staples Gondola F-0 I 180G-7 Page 2_ ~ of /jp II 18/200G
By: Bob S Project: Staples #1393 Project#: F-011806-7
Summ<lty ot Resu\ts Configu·rqtion: Sgl 3 lvl 103" T4\\ x 1\3" c\eep
Code: 2001 CBC n 1 1~---,f--
jl,t I .I . ~~ .. I I 'l 100 lb i r~o;,
~I_
II L I ,, I I
l ! I k l
Level Load Arm Sg;Jcin~
1 100 lb 32in
2 100 lb 32 in
3 iOO lb 32in
Type Single Sided
Seismic Zone: 4 N::;=i
B<;se She<J~ Coef: 0.2709 Tr'Jnsverse/0.2183 Longii:uclin<J!
Number of Levels: 3
Side Elevation
/Results
!1) Column Stress= 26% <Jt 330 lb <txizd <tncl 9346.4 fn-lb b<Jse moment OK
2) Arm Stress= 9% <rt 990 in-lb moment OK
3) B<Jse Stress = 24% <Jt 9346.4 in-lb moment OK
4) Anchor Stress= 11% with 1/4" x 2-1/2" HlLTl KWJK BOLT ll (2)/end OK
5) S!C~b Stress= 6% <Jt 330 !b C)xi<Jilo<Jd OK Sal Sided Gondola Plan Anchor Plan
Staple5 Gondola F -0 I I 80G-7 Page 21_p of ~ 1/ 18/200G
I
I
u
~
·gt~tural
\..;on~ts
~J!JI' l::ngineering
1725 s. Pouglass Rd Ste D. CA 92806 Tel: 714.456.0056 Fax· 714.456.0066
By: BobS. Project: Staples #1393 Project#: F-011806-7
Summqry ot Results Cont!gur<Jtion: ~~ 3 Lvt UO" T<Jll x 22" qeep
/
Seismic Zone: 4-N<1=i
Code: 2001 C5C 1~ 225lb T.
'r r 1~'"
, 36 in \
Type Single Sided
B<Jse She'!r Coef 0.2709 TrCJnsverse/0.2183 Longitudin<Jl
Number of Levels: 3
Level Load Arm Soacin;J_
225lb 36 in
2 225lb 36 in
3 225lb 36in
36in I I l I l I
I I
f--{
, ,.
22 in
Sige Elevation
!Results
!1) Column Stress= 65% ;qt 705 lb <Jxi;ql ;qn4 234-70.2 in-lb h;qse moment OK • r l ,.. 1.
2) Arm Stress = 23% 4f 2585 in-lb moment OK
3) B4se Stress= 60% 4t 234-70.2 in-lb moment OK I l. 4-) Anchor Stress= 31% with 1/4" x 2-1/2" HILT! KW!K BOLT II (2)/end OK eLJ;o eiJ;l
Sgl Sided Gondola Plan Anchor Plan
5) Sl4b Stress= 13% 4-t 705 lb iJXi<Jllo<Jd OK
Staples Gondola F-0 l I 80G-7 Paqe '1==\. of ~ I/18/200G
I
~tural
:on~~:ineering
1725 S. Douglass Rd Ste D. CA 92806 Tel: 714.456.0056 Fax: 714.456.0066
By: BobS. Project: Staples #1393 Project #: F -011806-7
ry ot Results Coni·igur;qtion: Sg! 3 Lvl120" T;qll x 24" 4eep
lf1
225 ib ----/.--1,'
r
36in
~--,f-J 11 1 120in
~~
11 3tn
Jl l II r l
Code: 2001 CBC I
Type: Single Sided.
Seismic Zone: 4 N<J=i Nv=1.3
BC)se She<n· Coef 0.2709 TrCJnsverse/0.2183 Lor,gitudinill
Numberoflevels: 3
Level Load Arm Svacln:~
1 225lb 36 in ..., 225lb 36 in ...
3 225Ib 36in
?
Side Elevation
1n Stress= 67% <Jt 705 lb C\Xi'll Clnd 24"145.2 in-lb bClse moment OK 1rlr • ~
OK I j
OK Jl l OK cue
;tress = 25% <Jt 2820 in-lb moment
~tess = 61% <Jt 24145.2 in-lb moment
)t Stress= 24% with 1/4" x 2-1/2" HlLTl KWIK BOLT II (2)/end
:tess = 13% <Jt 705 lb ;qxi<Jllo<Jd OK
Sgl Sided Gondola Plan Anchor Plan
s Gondola F-0 I 180G-7 Page ?_'6 of :j [o 1/ 18/200G
l 'St~tural
\..,on~ts
~, l:.ngineering
1725 S. Douglass Rd. Ste D. CA 92806 Tel: 714.456.0056 Fax· 714 456 0066
By: BobS. Project: Staples #1393 Project#: F-011806-7
Summ<!ty ot R.esuti:s Configuration: Sgl 3 Lvl 120" Tall x 36" c\eep
Configuration Code: 2001 CBC
Type Single Sided
Seismic Zone: 4. Na=i i'~v=1.3
B,qse Shei!r Coe{ 0.2709 Tr'lnsverse/0.2183 ;_ongitudinill
Number oflevels: 3
Level Load Arm Soacfn,~
1 225lb 36in
2 225lb 36 in
3 225lb 36 in
36in
I I l 2251b3+
I
36 in
I \~----____,~ l l ?
Side Elevation
!Results
1) Column Stress= 78% <Jt 705 lb <JXi<Jl <Jn4 28195.2 in-lb b<Jse moment OK
2) Arm Stress= 38% <Jt 4230 fn-lb moment OK
3) Bilse Stress = 72% <1t 28195.2 in-lb moment OK
4) Anchor Stress= 5% with 1/4" x 2-1/2" HILTl KWiK BOLT ll (2)/end OK
5) Si<Jb Stress= 13% <1t 705 lb axial load OK
Sgl Sided Gondola Plan Anchor Plan
Staples Gondola F-0 I I 80G-7 Page L.q of~ I/ I 8/200G
By: Bob S. Project: Siaples #1393 Project#: F-011806-7
Summ<Jry or Results Configuration· Sgl 3 Lvl i20" Tall x 48" <kep
Confidur<rtion Code: 2001 CBC
Type Single Sided
Seismic Zone: 4 Na=i Nv-1.3
B~se SheCJt Coef 0.2709 TrCJnsverse/0.2183 Longitudin::Jl
(,_)umber of Levels: 3
Level Load Arm Soi]cin,g
1 225lb 36in
2 225lb 36 in
3 225lb 36in
Side Flevation
OK 1r v I • lit
OK I
OK ~ R OK Ell Ia;
1) Column Stress= 89% <rt 705 ).b ;qxi<tl ;qnq 32245.2 in-lb b;q.se moment
2) Arm Stress= 50% <1t 5640 in-lb moment
3) B<!se Stress = 82% ;qt 32245.2 in-lb moment
4) Anchor Stress= 2% with 1/4" x 2-112" HILT! KWlK BOLT IJ (2)/end
Sgl Sided Gondola Plan Anchor Plan
5) Sl<ib Stress = 13% <1t 705 lb <!Xi<! I lo<Jq OK
StapleC'"• Gondola F-0 I 180G-7 Page 30 of :::.to 1/18/200(;
1725 S. Douglass Rd. Ste D. CA 92806 Tel: 714.45!L0056 Fax: 714.456.0066
By: BobS. Project: Staples #1393 Project#: F-011806-7
Summ-qry ot Resuits Contigur<Ji:ion: Sg\ 3 Lv\ i4-4" T<Jl\ x18" c\eep
Cock 2001 CBC bi 1T Type Single Sided
N:q=i Seismic Zone: 4 Nv=1.3 I 44 in
, . I
( iOO ~~ L 1
Ba,se She'lr Coef: 0.2709 Tr;Jnsverse/02183 Longitudina,l
1 I 144 in Number ofLevels: 3
I 44in i l IOOib J_ ·r1
I I II 1 l L _j' I ! 8 1n 'l
Side Elevation
l ;
1) Column Stress= 33% <Jt 330 lb <Jxi<d <Jncl11838.8 in-1b b<Jse moment
2) Arm Stress = 9% 4t 990 in-!b moment
3) B<Jse Stress = 30% :qt 11838.8 in-lb moment
4) Anchor Stress= 25% with i/4" x 2-1/2" HILT! KWIK BOLT II (2)/end
5) SICJb Stress= 8% CJt 330 lb <~xi<Jllo<id
Level
2
3
Staple= Gondola F-0 I I 80G-7 P.3ge ~l of ~
OK
OK
OK
OK
OK
Load Arm Soacinq
100 lb Min
100 lb 4-4-in
100lb Min
r1r I
1f ~ ~ n
Sgl Sided Gondola Plan Anchor Plan
I/18/200G
r
7
·gt~tural
\Joni£Pts
'!j~ l:.ngineering
1725 S. Doualass Rd. Ste D. CA 92806 Tel: 714.456.0056 Fax: 714.456.0066
By: BobS. Project Staples #1393
Seismic Forces Conhgur:qtion: Sg! 3 Lv) 120" T:q!) x 22" qeep
L~ter4l ~n<Jlysis is performed with reg<Jrd to ch<Jpter 16 oHhe 2001 CBC
B<ise she;;r is highest of 1) 2SC<~'I'W/(R'14.) CEQ 30-5)
2) 0.56'CCJ'l/1.4 CEO 34-2)
Tr4nsverse (Cross Aisle) Seismic Lo'ld
Type= Single Sidec\
Vw:.o-s= 0.2709
VEQ34-f 0.176
Vm3<£-3= 0.205
Vminimum= 0.015
3) 1.6'Z'Nv/(R'1.4) (EO 34--3)
4-) 1.5% of Al·m Lo;:;d (Minimum)
Eft Seismic Coeff-o 0.2709
Project #: F -011806-7
Nv= 13
N<\= 1.0
(;;j= 0.44
I= 1.0
Seismic Zone. Zz 0.4
Rtr'!nsv= 2.9
VhClnSv= 0.2709' (675 Jb + 30 Jb)
= 19ilb
Level LU<Jrm DU~rm hi wC''hf Fi Fi'hi Mc;rm
1 225 lb 10 lb 36 in 8,460 31.8 lb 1.14-5 in-lb 2,475 in-lb
2 225lb iO!b 72 in 16,920 63.7 !b 4,586 in-lb 2,475 in-lb
3 225lb 10lb lOBin 25,380 95.5lb 10,.314 in-lb 2,475 in-lb
675lb 30 lb W=;05lb 50,760 i911b 16,04-5-# 7,425-#
Lonqitudin'll (Down'lisle) Seismic Lo<Jd
Vm:;o-s= 0.2183
Vm:;4 .. f 0.176
Vms4-s= 0.165
Vminimum= 0.015
Eff5eismic CoefF-= 0.2i83 Rlong= 3.6
Vlong= 0.2183' (675 lb + 30 !b)
= 154lb
Longituqin'!l seismic Force token by pe9 bo;:;1·d. The sponne1· ra.il "t the top contects posts togethe1· in qown;:;isle
Linifmm seismic loa.cl= CVIon9/Post Height) = (154-lb/10 ftY0.75 = 11.6 lb/ft
Allow~ble Lo"cl= 75.0 lb/fi: (T"ble 25-1.3) OK
Lo<Jd Summ'!r
#of 'itm \eve'ts= 3
Arm Length= 22.0 in
M~1-m-m:w 2,475 lb
Single Sided Axi<Jl= 705 lb
Mseismic-Sgl Sicle bJded= 16.045 lb
MstCJtic-single sided= 7,425 l b
Staples Gondola F -0 I I 80G-7 Page 2:JZ of ~ 1/ I 8/200G
I
" 4 St~tural
\.PoniSif'ts ;:J'#/1 l:ngineering
1725 S. Douglass Rd. Ste D. CA 92806 Tel: 714.456.0056 Fax: 714.456.0066
By: BobS. Project: Staples #1393 Project#: F-011806-7
Column Cor;Hgur"Jiion: Sgl 3 LvJ 110"T"Ji! x JJ" qeep
Conforms to the requirements of ChClpi:er C5 oHhe 1996 A!Sl Cold Formed Steel Design MClnu<d for combined bending Clnd CIXi<JlJo;qds.
Section Proper!;:ies
Aeff = 0.984 in A 2
lx= 1.027inA4
Sx = 0.775 in A 3
rx = 1.604 in
ly = 0.594 in A 4
Sy = 0.639 in "3
ry = 0.884 in
Fy= 60 ksi
Qf= 1.67
E= 29,500 ksi
Cb= 1.0
Cmx= 0.85
Kx = 2.1
Lx = 108.0 in
Ky = 1.0
Ly = 36.0 in
Axi<Jl=P= 705 lb Moment=Mx= 23,470 in-ib (Single Side Lo<Jdecl C<Jse)
Axi<Jl Aniil sis
Bene! in
KxLxhx = 2:1"108"/!.604"
= 141.4
Fe= n"' 2E/CKUt)nnx A 2
= 14.6ksi
Pn= AefP'Fn
= 14,330 lb
PIPCJ= 0.09 ( 0.15
CHECK: P/Pii + Mx/I'-'\<Jx~1.33
Pno= AeTy
Kylyhy = 1'36"/0.884"
= 40.7
Fy/2= 30.0 ksi
Qc= 1.92
PCJo= Pno/Qc
Fe <Fy/2
Fn= Fe
= n:A 2E/CKUr)mCJx" 2
= 14.6 ksi
PiJ= Pn/Qc
= 14330 lb/1.92
= 7,463 \b
lv'\yield=My= Sx' Fy
-r1J T-M Ln
L.r:: l.~ ~
~ N N _l! j
= 0984 in A 2 '60000 psi
= 59,040 lb
= 59040lb/1.92
= 30,750 Jb
= 0.?75 in A 3' 60000 psi
= 46,500 in-lb
;V\<Jx= My/Qf
= 46500 in-lb/1.67
= 27,844 in-lb
fix= {1/!1-CQc'P/Pcr)]} A -1
= {1/!1-(1.92705lb/5813lb)]} A -1
= 0.77
Combined Stresses
Per= n: A 2EI/CKUm<lx A 2
= n: A 2' 29500 ksi/(2.1'108 in) A 2
= 5,813lb
(705Jb/7463Jb) + (23470 in-lb/27844 in-Jb)-087 < 1.33, OK
Staples Gondola F-0 I 180G-7
CEG C5-3)
I/ 18/200(;
]) ~ ~St~tural
\.,on~ts :J'B E:ngineering
1725 S. Douglas"' Rd, Ste D. CA 92806 Tel: 714.456.0056 Fax: 714.456.0066
By: BobS. Project: Staples #1393 Project#; F-011806-7
Arm Conhgurqtion: 5g! 3 LvJ "110" Tq!! x 22" cjeep
hm Weigh-t= 10 \b
Area, of top clip =A= 0.090 in"' 2
d= 2.313 in
Length=L= 22.0in
Tension
Fy= 90,000 PSi
Mm~x= 2,585 in-lb
Top clip tension, T= tvVd
1,11Blb
Allow<Jble tension, Ta.ilow= 0.6'Fy' A
= 4,860 lb
/V\sti!tic= 7,425 in-lb
/V\seismic= 16,045 in-lb
Mbse= 2j,470 in-lb
Ba.se Sx= 1.41 in" 3
Fy= 35,000 PSI
/V\yield= Sx'Fy
01(
= 1.41 in"' 3' 35000 psi
= 49,350 in-lb
Q= 1.67
M<Jilow= C/V\yield/Q) "1.33
= 39,4-01 in-lb OK
Staples Gondola F-0 I 180G-7
2:25lb
Top clip she<ir, V= 225 lb
A!l01V<Jble sheilr, Va.llow= 0.4'Fy'A
= 3,24-0 \b
Page 'Q4 of ~b
OK
1!18!200G
' ... iJ St~tural
VonfJf.Pts
~·fifJI l::ngineering
·-·-:·--:;,:_:~ i725 S. Doualass Rd. Ste D. CA 92806 Tel: 714.456.0056 Fax: 714.456.0066
By: BobS. Project: Staples #1393 Project#: F-011806-7
Anchors Conhgur:qtior;: 5gl3 Lvl120" T,q!! x 22" deep
Check overf:uming per section 2228.7.1 ohhe 2001 CBC.
Vh;qns=V= 191lb
DUFra.me~ 30 lb
LUFra.me~ 675 lb
Wst=CDL+LUtot;!= 705 !b
LL@ TOP= 225 lb
DULvl= 10 lb
DL'0.90= 9lb
La.tet·c,l Ovt Forces=5(Fi"hiJ~ 16,045 in-lb
Full r Lo<Jded r<Jck
Vh<ms= 191lb
Movt= ICFi'hil
Fr<lme Depth=D= 22.0 in
Htop-lvi= 108.0 in
#Levels= 3
#Anchors/End= 2
/V\st= V\fst • D /2 Vplift=T= (Movt-Mst)/D
= 16,045 in-Ib = 705 !b • 22 in/2
= 7,755 fn-Ib
= Ci6045in-Ib-7755 in-lb)/22 in
= 377 !b
Top Level Lo<tded Only
Ct·itiql Level~ 3
Vtop= 25'C<t'ICDL+LL@top/n-h<Jnsv)/(R'1.4)
= 0.2709. (225 lb + iO !b)
= 64 !b
Hgt@ Lvl3= 108.0 in
Movt= Vtop'Htop
= 64 !b • 108 in
= 6,912 in-lb
\Jplift=T= CMovt-Mst)/D Mst= 0 9'CDL-totCJl + LL-top) 'D/2
= (225 lb + 10 lb)'O 9 • 22 in/2
= 2,327 in-lb
= (6912 in-lb-2327 in-lb)/22 in
= 208lb
Anchor
Check (2) 1/4" x 2-1/2" H!LTl KWlK BOLT ll <tnchor(s) per b<Jse end.
Speci<tl inspection is not pwvided per ICBO 25226.
Fully LoCJded:
Top Level Lo'"ded:
Pullout C<Jp<Jcity=Tqp= 300 lb
She<Jr C<ip<!city=VciJp= 345 lb
Tcqp"Phi= 399ib
Vqp'Phi= 459\b
LA City Jurisdiction? NO
Phi= 1.33
C189lb/399lb) "'1.66 + (4Blb/459 !b) "'1.66 =
(i04lb/399lb) A 1.66 + (16lb/459)b) A 1.66 =
Staples Gondola F -0 I I BOG-7 Page ~of~{;
0.31
0.11 <= 1.0 OK
I/18/20ClC
0
' -·St~~~~ts
~' l::ngineering
1725 S Douglass Rd. Ste 0. CA 92806 Tel: 714.4§6.0056 Fax: 714.456.0066
By: BobS. Project Staples #1393
Conhgu~'!tion: Sg! 3 Lv! 120" T'JJJ x 22" qeep
SLAB FLEVATION
B9se Plate
Down<Jisle WidthB= 4.00 in
Cross <JSi!e clepth=D= 1.25 in
Lo<Jq (<JSe 1: Procjuct +Seismic
Project#: F-011806-7
Concrete
f'c= 2,000 psi
tsl'lb=t= 5.0 in
phi=IZ>= 0.65
Soil
f:>Oil= 500 psf
Movt= 16,045 in-lb
B<1se depth= 22.0 in
Proquct DL-30 lb
Product LL= 675 lb
P-seismic=E= (Movt/B<Jse cleptht1.4
= 1,021 lb
(Swength Design Loi!cls)
Puncture
Pu= 1.1'(1.2PDL + 0.5PLL + 1.0'E)
= 1,534 ib
(Sec 1612.2.1, EQ 12-5)
Apunct= J(c+t)+(e+t)]7t
= 100.0 in "2
Sl'l Bending
Asoil= W144)/(fSoil)
= 442 in "2
x= (L-y)/2
= 5.5 in
Fb= 5'CphitCf'c) "0.5
= 14534 Psi
Lo<Jc! (<Jse 2: St<Jtic Lo<JqS
Puncture
PDL= 30 lb
Pu= 14'PDL + 1TPLL
= 1,190 lb
Apunct= [ (c+t)+(e+t)]'2't
= 100 in" 2
S 21b Bending
Asoil= (Pu'144)/(fsoii)
= 343 in" 2
x= (L-y)/2
= 4.3 in
Fb= 5'Cphi)'(f'c) "'0.5
= 145.34 psi
Staples Gondola F-0 I I 80G-7
L = (Asoil) "0.5
= 21.02 in
/'.11= w'/' 2/2
= Cfsoil'x ~ 2)/(144'2)
= 52.7 in-lb
(Sec 19225.1)
PLL= 675 !b
(Sec1909.21. EO 9-i)
L= CAsoil) "0.5
= 18.51 in
M= w'x"'2/2
= CfsoJI'x ~ 2)/(144'2)
= 31.4 in-lb
(Sec 19225.1)
Paqe~ of~
Fpunct= TsqrtCf'c)
= 89.4 psi
fv/Fv= Pu/CApunct"Fpunct)
0.17 < 1.33 OK ------------------
y= (c'e) "0.5 +t'2
= 10.0 in
S-sl'Jb= i"i:" 2/6
= 4.17 ill ~3
fb/Fb= M/CS-sl<Jb'Fb)
0.09
Fpunct= 2"sqrt(f'c)
= 89.4 psi
< 133, OK
tV/Fv= Pu/(Apunct'Fpunct)
0.13 < 1.0 OK
y= (c'e)"0.5+t'2
= 10.0 in
5-sl.:Jb= 1't"' 2/6
= 4.17 in" 3
fb/Fb= M/CS-sl<lb'Fb)
0.05 < 1.0, OK
!/ 18/200G