HomeMy WebLinkAbout2515 PALOMAR AIRPORT RD; ; CB131185; Permit09-26-2013
City of Carlsbad
1635 Faraday Av Carlsbad, CA 92008
Commercial/lndustriai Permit Permit No: CB131185
Building Inspection Request Line (760) 602-2725
Job Address
Permit Type
Parcel No
Valuation
Occupancy Group
Project Title
2515 PALOMAR AIRPORT RD CBAD
Tl Sub Type COMM
2130201800 Lot# 0
$400,000 00 Construction Type' NEW
Reference #
LOWES-STORAGE RACKS
Status
Applied
Entered By
Plan Approved
Issued
Inspect Area
Plan Check #
ISSUED
05/13/2013
RMA
07/11/2013
07/11/2013
Applicant
SEIZMIC INC
ATTN AMY EDWARDS
161 ATLANTIC ST
POMONA CA 91768
909 869-0989
Owner'
COUNTY OF SAN DIEGO
PUBLIC AGENCY OOOOO
Building Permit $1,871 62 Meter Size
Add'l Building Permit Fee $0 00 Add'l Red. Water Con Fee $0 00
Plan Check $1,310 13 Meter Fee $0 00
Add'l Building Permit Fee $0.00 SDCWA Fee $0 00
Plan Check Discount $0 00 CFD Payoff Fee $0 00
Strong Motion Fee $84 00 PFF (3105540) $0 00
Park Fee $0 00 PFF (4305540) $0 00
LFM Fee $0 00 License Tax (3104193) $0 00
Bndge Fee $0 00 License Tax (4304193) $0 00
BTD #2 Fee $0 00 Traffic Impact Fee (3105541) $0 00
BTD #3 Fee $0 00 Traffic Impact Fee (4305541) $0 00
Renewal Fee $0 00 PLUMBING TOTAL $0 00
Add'l Renewal Fee $0 00 ELECTRICAL TOTAL $0 00
other Building Fee $0 00 MECHANICAL TOTAL $0 00
Pot Water Con Fee $0 00 Master Drainage Fee $0 00
Meter Size Sewer Fee $0 00
Add'l Pot Water Con Fee $0 00 Redev Parking Fee $0 00
Red Water Con Fee $0 00 Additional Fees $0 00
Green BIdg Stands (SB1473) Fee $16 00 HMP Fee 99
Fire Expedidted Plan Review $0 00 Green BIdg Standards Plan Chk 99
TOTAL PERMIT FEES $3,281 75
Total Fees $3,281 75 Total Payments To Date $3,281 75 Balance Due: $0.00
Inspecti
FINAL APPROVAL
Date ^Hl IS Clearance
NOTICE Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively
refen'ed to as "fees/exactions" You have 90 days from the date this pemnit was issued to protest imposition of these fees/exactions If you protest them, you must
follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for
processing in accordance with Carlsbad Municipal Code Section 3 32 030 Failure to timely follow that procedure will bar any subsequent legal action to attack,
review, set aside, void, or annul their imposition
You are hereby FURTHER NOTIFIED that your nght 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 vou have previouslv been given a NOTICE similar to this, or as to which the statute of limitations has previously othenwise expired
CITY OF
CARLSBAD
Building Permit Application
1635 Faraday Ave, Carlsbad, CA 92008
760-602-2717/2718/2719
Fax 760-602-8558
www.carlsbadca.gov
Plan Check No.
Est. Value
Plan Ck. Deposit / J
SWPPP
JOB ADDRESS SUITE#/SPACE»/UNIT«
CT/PROJECT # # BATHROOMS TENAm BUSINESS NAME CONSTR TYPE
AL DESCRIPTION OF WORK: include Square Feet of Affected Area(s)
EXISTING USE PROPOSED USE GARAGE (SF) PATIOS (SF) DECKS (SF) FIREPLACE
YES
AIR CONDITIONING
YES I I NO I I
FIRE SPRINKLERS
YES I |NO| I
CONTACT NAME (If Different Fom Applicant) APPLICANT NAI
of I a/he J-i^e^ ADDRESS ADDRESS
CITY STATE ZIP
o ry\£> v-7<i^
SiTATE ZIP
PHONE FAX
EMAIL EMAIL / - - . y
PROPERTY OWNER NAME
ADDRESS
CONTRACTOR BUS. NAME
ADDRESS
CITY STATE ZIP CITY
PHONE FAX
STATE ZIP 4A
EMAIL EMAIL
(V\sM<r
ARCH/DESIGNER NAME & ADDRESS ' STATE LIC # JS5 crrY BUS uc#
^ I (Sec 70315 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 IChapter 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 exemption 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))
Workers' Compensation Declaration I hereby affirm under penalty of perjury one ofthe following declarations
lave and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of Ihe Labor C^e, for the performance of the work for which this pennit is issued
,1 have and will maintain workers' compensation, as required bv Section 3700 of the Labor Code, for Ihe perfomiance of the work for which this permit is issued My workers' compensalion insurance earner and policy
y number are ln.siiranceCo ~2.<^C'\ cV\ V\^AA^^ >? ciJ Policy No \>OC- (^C^^ S-<9^0_3- Expiration Dale \_V ~ \
This section need not be completed if Ihe permit is for one hundred dollars ($100) or less
I I Certificate of Exemption I certify that in the perfomiance of the woi* 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 caverage is unlawful, and shall subject an employer to cnminal penalties and civil fines up to one hundred thousand dollars (&100,OQO), m
addition to the cost of compensation, damag^..asprq)(ideg,fo!3n Section 3706 ofthe Labor code, interest and attomey's fees
jgS" CONTRACTOR SIGNATURE • AGENT DATE
I hereby affm that I am exempt fmm Contractor's License Law for the following reason
I I I, as owner of the property or my empkjyees with wages as their sole compensation, will do the wori( and the stnicture 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 Ihe purpose of sale)
I I I, as owner of the property, am exclusively contracting vmth licensed contractors to constmct the project (Sec 7044, Business and Professions Code The Contractor's License Law does not apply to an owner of
property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law)
[ I I am exempt under Section Business and Professions Code for this reason
1 I personally plan to provide the major labor and matenals for constmction of the proposed property improvement QYes I INO
2 1 (have / have not) signed an application for a building pemnit for the proposed work
3 1 have contracted with the follovflng person (fimi) to provide the proposed construction (include name address / phone / contractors' license number)
4 I plan to provide portions of the work, but I have hired the following person to cooidmate, supervise and provide Ihe mapr work (include name / address / phone / contractors' license number)
5 I will provide some of the work, but I have contracted (hired) the foltowing persons to provide the worts indicated (include name / address / phone / type of wort()
ygfpROPERTY OWNER SIGNATURE •AGENT DATE
Is the applicant or future building occupant required to submitabusiness plari. acutely hazardous matenals registration fomi or nsk management and prevention program under Sections 25505, 25533 or 25534 of the
Presley-Tanner Hazardous Substance Account AcP | j Yes I iNo
Is the applicant or future building occupant required to obtain a penrat from the air pollution control distnct or air quality managemeni distncP I lYes I I No _ airqual
Is the facility to be constructed within 1,000 feet of the outer boundary of a school site'' QYes QNO
IF ANY OF THE ANSWERS ARE YES, A RNAL CERTIFICATE OF OCCUPANCY (HAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF
EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT
I hereby affirm that there is a constaiction lending agency for the performance of the work this permit is issued (Sec 3097 (i) Civil Code)
Lender's Name Lender's Address
I certi^' that I have read the application and state that the above information is comsct and thatthe infoimation on the plans is accurata I agme to comply with all City ordinances and State lans relating to building constnicbon.
I hereby authonze representative of the Qty of Carlsbad to enter upon the above mentioned property for inspection purposes I ALSO AGF!EE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE Cm OF CARLSBAD
AGAINST ALL UABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT
OSHA An OSHA pennit is required for excavations over 50 deep and demoliton or constmction of stmctures over 3 stones in height
EXPIRATION Every perniit issued by the BuiWing Offiaal under the provisions of this Code shall expire by limitation and become null and void if the building or wik authonzed by such pemiit is not commenced within
180 days from the date of such pennit or if the building or wori< authonzed by such pemnit is suspended or abandoned at any time alter the wo* is commenced fbr a penod of 180 days (Section 106 4 4 Unifomi Building Code)
^APPLICANT'S SIGNATURE (^^^y^^^K^^J^ <^^^^;/c<-^Ly^^ DATE
Inspection List
Permlt#: CB131185 Type: Tl COMM LOWES-STORAGE RACKS
Date Inspection Item Inspector Act Comments
09/09/2013 89 Final Combo PD AP
08/19/2013 12 Steel/Bond Beam PD AP
08/19/2013 14 Frame/Steel/Bolting/Weldin PD AP
Thursday, September 26, 2013 Page 1 of 1
Frora:CSI Construction 949 380 3930 09/26/2013 14:07 #387 P.002/002
CB131185 2515 PALOMAR AIRPORT RD
LOWES-STORAGE RACKS
vI>liANS«/IUjrP^^ THE JOB
Tl COMM
Lot# SEIZMIC INC
RECORD COPY
IF ''YES" IS CHECKED BELOW THAT DIVISION'S APPROVAL IS REQUIRED PRIOR TO REQUESTING A FINAL BUILDING INSPECTION.
IF YOU HAVE ANY QUESTIONS PLEASE CALL THE APPLICABLE DIVISIONS AT THE PHONE NUMBERS PROVIDED BELOW. AFTER
ALL REQUIRED APPROVALS ARE SIGNED OFF- FAX TO 7G0-602-8560. EMAIL TO BLDGINSPE CTION StgC AR LSB ADC A.GO V
OR BRING IN A COPY OF THIS CARD TO: 1635 F-ARADAY AvE.. CARLSBAD. CA 92008. BUILDING INSPECTORS CAN BE
REACHED AT 760-602-2700 BETV^TEEN 7:30 AM - 8:00 AM THE DAY OF YOUR INSPECTION.
H date liupector
m •i' ^! ik0Preyerktqp I fl': /•• 'u ^X j^,;' \'-yi^O^^^^ '^"'^JjM&^f^^a^h " ^ J:''5i]
- ""/'^''"'V-V' ""^.'^
Type of Inspection Type of Inspection
[ CODE S BUILDING Date - 'inspector ' V CODE ,1 ELECTRICAL ' Date ilupe«tor
f 31 ,'d!EU^WllNDERG^RbUND; IB UFER ^
*12 RBNfPRCEOSTCEL li* .,i»bu^HSi^(?iitw;v^"h" , -> A'
«66 IMSiNRV ifis. GROUT ' .... ' . #33: dcUciRICSERVjCE. • TEMPORARV ' . '
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CODE „ COMBO INSPECTION v'.lrCVl\' ''C;'''-'' A" -'t'"' " • ''''
v^#jL|;|ioili?|Ani>,, '.-.;.vr • ,_<-.' i.-. .
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#51 POOlEXCA/STEEl/BOND/reHCE
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CODE « PLUMBING Date Inspector •ii?/.f\'-',jr t'.f
FIRE Date «:v|triltpf^^ri53''
#24 TOPOUT OWASTE DVm • , f-r'f;'^;"f.""\«v''!:.^s;',,'
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CoDEi.' STORMWATER '•f^oilBCftj i'i 'iTL'^:'--}':^' '
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:#os JojncEto^ • ; ' ^ / -'^ / .\ ; . FRED BOING SYSTEM HYDROSTATIC TEST ''A ^ '"^ ^
;;Fiib'lBiPiits«SM'irs^^ ^ .V • -
#609 : NOTICE OF VIOUTION iMEDli^iE#^P#^SUREt^ *
MloVVERBAt^ARHING IMEDICAL'G/iSnNAL ' \'• - ',
REV ioaoi2 SgE BACK ROf? SPECIAL NOTES
EsGil Corporation
In (Partners fiij) witli government for (BuiCding Safety
DATE: 6/14/2013 • APf^UCANT
^^URIS
JURISDICTION; City of Carlsbad • PLAN REVIEWER
• FILE
PLAN CHECK NO.: 13-1185 SET II
PROJECT ADDRESS: 2515 Palomar Airport Road
PROJECT NAME: Storage Racks for LOWE'S #2331
XI The plans transmitted herewith have been corrected where necessary and substantially comply
with the jurisdiction's building codes.
I I The plans transmitted herewith will substantially comply with the jurisdiction's codes
when minor deficiencies identified below are resolved and checked by building department staff.
I I The plans transmitted herewith have significant deficiencies identified on the enclosed check list
and should be corrected and resubmitted for a complete recheck.
I I The check list transmitted herewith is for your information. The plans are being held at Esgil
Corporation until corrected plans are submitted for recheck.
I I The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant
contact person.
I I The applicant's copy of the check list has been sent to:
EsGil Corporation staff did not advise the applicant that the plan check has been completed.
I I EsGil Corporation staff did advise the applicant that the plan check has been completed.
Person contacted: Telephone #:
Date contacted: (by: ) Email: Fax #:
Mail Telephone Fax In Person
XI REMARKS: Fire Department approval is required.
By: David Yao Enclosures:
EsGil Corporation
• GA • EJ • PC 6/10
9320 Chesapeake Drive, Suite 208 • San Diego, Califomia 92123 • (858) 560-1468 • Fax (858) 560-1576
EsGil Corporation
In (PartnersHip witH government for (BuiCding Safety
DATE: 5/22/2013 • APPLICANT
J2f''JURIS
JURISDICTION: City of Carlsbad • PLAN REVIEWER
• FILE
PLAN CHECK NO.: 13-1185 SET I
PROJECT ADDRESS: 2515 Palomar Airport Road
PROJECT NAME: Storage Racks for LOWE'S #2331
I I The plans transmitted herewith have been corrected where necessary and substantially comply
with the jurisdiction's codes.
I I The plans transmitted herewith will substantially comply with the jurisdiction's
codes when minor deficiencies identified below are resolved and checked by building
department staff.
I I The plans transmitted herewith have significant deficiencies identified on the enclosed check list
and should be corrected and resubmitted for a complete recheck.
xl The check list transmitted herewith is for your information. The plans are being held at Esgil
Corporation until corrected plans are submitted for recheck.
I I The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant
contact person.
XI The applicant's copy of the check list has been sent to:
Amy Edwards
I I EsGil Corporation staff did not advise the applicant that the plan check has been completed.
IXI EsGil Corporation staff did advise the applicant that the plan check has been completed.
Person contacted: Amy Edwards Telephone #: 909-869-0989
Date contacted: ^f'Z'^ (byr(\^ ) Email: operations@seizmicinc.com Fax #:
N^Mail \/(elephone Fax In Person
• REMARKS.
By David Yao Enclosures:
EsGil Corporation
• GA • EJ • PC 5/14
9320 Chesapeake Drive, Suite 208 • San Diego, Califomia 92123 • (858) 560-1468 • Fax (858) 560-1576
City of Carlsbad 13-1185
5/22/2013
GENERAL PLAN CORRECTION LIST
JURISDICTION: City of Carlsbad PLAN CHECK NO.: 13-1185
PROJECTADDRESS: 2515 Palomar Airport Road
DATE PLAN RECEIVED BY DATE REVIEW COMPLETED:
ESGIL CORPORATION: 5/14 5/22/2013
REVIEWED BY. David Yao
FOREWORD (PLEASE READ):
This plan review is limited to the technical requirements contained in the International Building
Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state
laws regulating energy conservation, noise attenuation and disabled access. This plan review
IS based on regulations enforced by the Building Department. You may have other corrections
based on laws and ordinances enforced by the Planning Department, Engineering Department
or other departments.
The following items listed need clarification, modification or change. All items must be satisfied
before the plans will be in conformance with the cited codes and regulations. The approval of
the plans does not permit the violation of any state, county or city law.
• To facilitate rechecking, please identify, next to each item, the sheet of the plans upon
which each correction on this sheet has been made and return this sheet with the
revised plans.
Please indicate here if any changes have been made to the plans that are not a result of
corrections from this list. If there are other changes, please briefly describe them and where
they are located on the plans. Have changes been made not resulting from this list?
• Yes • No
City of Carlsbad 13-1185
5/22/2013
Please make all corrections, as requested in the correction list. Submit FOUR new complete sets
of plans for commercial/industrial projects (THREE sets of plans for residential projects).
For expeditious processing, corrected sets can be submitted in one of two ways:
1. Deliver all corrected sets of plans and calculations/reports directly to the City of
Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700.
The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering
and Fire Departments.
2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320
Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all
remaining sets of plans and calculations/reports directly to the City of Carlsbad Building
Department for routing to their Planning, Engineering and Fire Departments.
NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by
the City Planning, Engineering and Fire Departments until review by EsGil Corporation is
complete.
1. Provide a rack layout plan showing the location of all racks, (type A-E and cantilever
rack)
2. 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 IBC Tables 307.7(1) and
307.7(2).
3. Obtain Fire Department approval.
4. 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).
5. Noted on the plans that periodic special inspection is required during the anchorage of
storage racks 8 feet or greater in height in structural assigned to Seismic Design
Category D, E, and F
6. Indicate the clearance from the new racks to the existing building walls and building
columns.
7. Note on the plans that the rack design loads will be posted per Section 1.4.2 of RMI.
8. The bolt size for the connection between the beam and column (detail 6A, 6B and 6C)
shall be clearly identified.
9. The connection details between column and beam appear to suggest using safety pin as
part of the connection, (i.e. the 4-pin connection 6C shows three bolt and safety pin?)
Please clarify.
10. Provide calculation to show the column base plate and bolts for the cantilever rack (2/13-
458-B) is adequate to support all the loads.
City of Carlsbad 13-1185
5/22/2013
11. The construction detail of the base for the cantilever rack appears to not identify on the
plan, (see sheet 31-33 ofthe calculation) Please clarify.
12. The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive,
Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform
the plan review for your project. If you have any questions regarding these plan review
items, please contact David Yao at Esgil Corporation. Thank you.
City of Carlsbad 13-1185
5/22/2013
[DO NOT PAY- THIS IS NOT AN INVOICE]
VALUATION AND PLAN CHECK FEE
JURISDICTION: City of Carlsbad PLAN CHECK NO.: 13-1185
PREPARED BY: David Yao DATE: 5/22/2013
BUILDING ADDRESS: 2515 Palomar Airport Road
BUILDING OCCUPANCY: M TYPE OF CONSTRUCTION: VB
BUILDING
PORTION
AREA
(Sq. Ft)
Valuation
Multiplier
Reg.
Mod.
VALUE ($)
storage racks per city 400,000
Air Conditioning
Fire Sprinklers
TOTAL VALUE 400,000
Jurisdiction Code cb By Ordinance
BIdg. Permit Fee by Ordinance • j $1,871.62
/
Plan Check Fee by Ordinance
Type of Review
I I Repetitive Fee
Repeats
IZl Complete Review
• Other
j—j Hourly
EsGil Fee
• Structural Only
Hr
$1,216.55
$1,048.11
Comments.
Sheet 1 of 1
macvalue doc •••
^ CITY OF
CARLSBA
PLAN CHECK
REVIEW
TRANSMITTAL
Community & Economic
Development Department
1635 Faraday Avenue
Carlsbad CA 92008
ww/w.carlsbadca.gov
DATE: 5/16/13 PROJECT NAIVIE: Lowe's #2331 Jnstall Storage racks PROJECTID: SDP 09-05
PLAN CHECK NO:CB131185 SET#:I ADDRESS: ^515 Palomar Airport Rd APN:213-020-18
VALUATION: $400,000 APPLICANT CONTACT: operations@seizmidnc.eom
X This plan check review transmittal is to notify you of clearance by:
LAND DEVELOPIVIENT ENGINEERING DIVISiON
Final Inspection by the Construction & Inspection Division is required: Yes L ^ No
^ For status from a division not marked below, please call 760-602-2719
This plan check review is NOT COMPLETE. Items missing or incorrect are listed
on the attached checklist. Please resubmit amended plans as required.
g'Si-GPLANNING
tfe'**|fj&vf^60-6O2-461O
: LAND DEVELOPMENT ENG.
760-602-2750
! FIRE PREVENTION
760-602-4665
Chris Ss-xton
' 760-602 4624 [
Ghris,Sexton@carlsbadca.gov
\ ! Kathleen Lawrence i
_J 760-602-2741
Kathleen.Lawrence@carlsbadca.gov
Greg Ryan ^
760-602-4663 j
Gregory.Ryari@carlsbadca.gov
" 1 Gina Ruiz
i 760-602-4675
Gma.Ruiz@carisbaclca.gov |
X
L
Linda Ontiveros
760-602-2773 j
nda.Ontiveros@carlsbadca.gov
P 1 Cindy Wong i
^—J 760-602-4662 j
Cynthla.Wong@carisbadca.gov t
L, J ! 1 j
i
.... - . ,.\
r^^n Dominic Fieri j
L..J 760-602-4664 i
Dominic.Fleri@carlsbadco.gov ^
Remarks
STORM WATER Development Services
Land Development Engineering STANDARDS Development Services
Land Development Engineering
QUESTIONNAIRE 16^5 Faraday Averue
CARL5BAO E-34 760-602-27S0
www c aHsbadcd gov'
16 Hiltside devolopment Any devfiloornori lhat creates more than 5 €00 square fee! of mpe'vious surface arnj is
located .1 an area wi'ffi ^(lown erosive so-! ronditions, »v*iere the cfevc oprrcr! wi( gram o'l arty nafura! slope that ,s
twfenty-f'V6; percent !2S%i or^reater ^
'7 BnmronmentallY Sensitive Area (BSAj A1 Jevetopn\ert located wthm of c rectiy acjosenr 'o or dtscharjirg
I a tec'b/ !c an £SA (where Crscharges kom the develcpr^cnt or redgveloo'-nsnt erte; 'eceiving ,va!ers vAtt^m tt>o
^ ESA) whicH e'ther creates 2 500 square feet or mo''e of tn'f^er%/io.>s surface on a propoiied pro|cct s**C' o- ircruassc
' i^'e area o- inpermoiisncss of a p'Opos^d p'OjaC' Si'.c- 10 'c or moie of its ria:u-al'y Qccurnng condtto?' _^
Parkim lot A^ea of 5.000 squart- 'eet or more or with 15 or more pa'king soaces and potenSiasiv exposed So urnao
runoff _ _
"9 Streets, roads, hinhways, anct freeways Any paved sur'ar.e :f-iat 13 5 OOfi squar.-j feet or g'eatfer ,.>sfin for the
transportation of autoniobiies snicks, motorcycles, anc otfier vehtc'es
!C R6t0ti Gasohne Outlets. Serving ftore than 100 vehtcies per day and g'-eaier t^iHP, 5 000 &ouare fept
;i1 Coastal Develm.fn&Qt Zone Any project located vjithi'i 200 fee! of the Pacific Ocear arid ceates more tfian
2500 sq-jare fee*, of ir-.pervious sjrface or {2\ .ncreases impervious sur'ace Ci pfooerty by mere than 10%
12 Mom than l-acre of dtsturbmee Project res^lt-s in she disturaari!.,® of 1 -acre or more ot land and is considered a
; PoCutdnt-go'ierdting DeveloDmenl Project'
• Er»'rc-"ertaiiv Sersi'we Arsiis .-'.udt !>.>', a"? 3! liriitra !J a Cioa'; W£:!<"' A;t Ssctbr 303'*; ,mriaiie<1 waw ftO'-;"ii, araa^ a'j'vgi.af};, ai Afs^s, of 5i>Bi.k''
B'tlC3.csl S.gr'fir.ari:i? bv- the otass 'A'ate- SPaOurces Ccnt.x' Ooa'3 (A'aic- Guaiity Coptrc "iB-j fo"- 'b'- Sar D-ega Basir ('.394,1 ai^d 3—.c-"d'r.'5' IS; w.s;<;r soiiss
de&ij-atett with ire RARL tongf'cai uss fii? Staie Wa»er Rssourcss Contsd 8<ja-d :V.'3!er 0'J3!.I. Corrci F ar 'cr t^ja San Dietjc Bs&n ,199^ *inc dr-t>r<)rJ<«'H ,
e.-.irornit^t'iaUy asrsicus areais w^!c^ n3vi2 tJe-a'' )de"tifta<: 'iy Iba Copetf?ifree^
Djre'.i:. adia?>»?^t" 'r*;.^Ds s^tuat^'*-^ ^dhir 203 feei ottne Fi'vro^rr'err.^. v Ser^S't A.'e;^
} 0' rf^a-^irg <j rec! y -o" mea-iS cjf ov, f'orr a I'ainag* vO"i":ya.'"!:e SJSICP '.ha! is carrpose'i;
rot a<fr"m igleo A''h '"ir-^* frr)"^ adjace'.t larc*?
•I'Bi; o.'f.-i(V-> item t^e sutiec .-elcpi!>?"t rflde.cl&oi.ieri- sis* a"';
4 ^nnytprt-ce.i.^'a'mj Oevelapnei; r>'«ie-ts ,-!ts tro<^e ,ir<!jec>« thai 9g.-«-ra!° ::,!lli.,',T-t'> a' -cv^ jredie' !*•«'• -wtc^g-o -.a sf^/e.i .sf-v-.' f.^sp <i ; cscs
'ra!. ^.'"r t.utfe 10 an c^xreedsrce lo an snif^a -eo .\alor n<>.':y .'j' ^l•>c^ Cfaa:a re/,' "?ipsr'Vio jj. ^vur'.'ic^^^^ g^eatoi tna"^ 5100 ^.'I'l.^re fp^: arr> or ifttron^.if^ •^'w Isrc'^irag irc
3re3i "la! reiure ro'Jtire jss 0' fsrti .»g's art* ppsf&des " TOS' cases hraai fa't sroj^cts tn*! ste fo- 'nfr'^^u-,"'-! .'er.'z'ns u;a as anu.'.j*"! n, c n.i,i-!c'VT-.-;e
.dcrt'^.s 0' ^fr reries't'?n -sr bic^v"? '..^is ^sre -^ct cA'-r»i(ti*''ac *'oiutari o-a-'arat-n'^ "-**.'ei>n'-^'--''f Pro^f.-s-^ ;^^>y .-^-^j h,j,i: .>^,ih Dt I'l ''j'fs^es Jt t ^>-e'-t
INSTRUCT ONS
r Section 1 Results-
if yod answered YES to ANY of tha questions af>ove you! project suhjec! to Priority Development Project requi'ements Skip Seciior 2 Btid
p.ease prOLKed !o Sscmr 3 Chetl rreets PR'ORITY DEVELOPMENT PROJFCT -eauireTenSs" box in Section i Additional storm waler
rerjuirerrents wtti apoty per the SJSMP.
,f yc-i ..(r.siwered NO !o ALL if ih% qucst.ons atiovu then pleasF p'c-fpf! to Sirtio' 2 and foilow ihe irstrMCtii>n.s
E-34 Psye 2 of 3 Rirv TtJ
AR
STORM WATER
STANDARDS
QUESTIONNAIRE
E-34
Deyelopment Services
Land Devetopment Engineering
162b f^araday Av#ri,e
760-502-2750
www tarisbadca.BOv-
SECTION 2 SIGNiHCANT REDEVELOPMBIT
INSTRUCTIONS: Comptete the questions betow regarding your project YES NO
1 Pr-c.ec! results m !fie disturbance rjf 1 -acre rjr trore of iar<d and is ;:,onbideted a Poliutatst-gerorafing Deveiop'iier,!
PiHSSlIZ.™™___ . . „ _ „, "
sNSf RUCTIONS !f you arswe'ed NO please proceed »o question 2
•f you answered YES, then you ARE a signs-'icanl redevelopment anc yOL ARE suDjeci tc PRIORITY DEVELOPIVIENT PROJECT
recuKements Ptease chenK ine meet-^ PRIORITY DEVELOPMENT PROJECT rsQure-nenfs' box 'n Saction 5 betow
2 b the projeot redeveiopiriq an existing prionty project typo' (Priority p.-OjOcfs aie defined in Section '
If you answered NO. then yor, ARE NOT a signifrarr redevelopmen- and your project -s suD;eci to STANDARD STORMWATER
REQUIREMENTS Please check "he does not meet PDP requrerrents boy in Section 3 below.
3 is the vvoit lirmited to trenching and resurfacing associated with utility work resurfacing and reconfigunng surface !
parki-ig lots anc e-fisting 'oadways ne* sidewak, bike lane on existing road and/or roubne maintenance of darraged !
pavenient sucn potho!« fijpair' Resuiracngireconfiguting parking tots is where the <vork does not expose iinderlying scii i
during const'uclion i
• iNSTRUCTiONS If you answered HO then proceed to question 4
If VOL answered VES, then you ARE NOT a significant redevelopment and your projert is snbject to STANDARD STORi^WATER
REQUIREMENTS Please checK the doe? not meet POP requirements" box in Section 3 beiow
d VViP your redovefopn-ent Drojoct create, repiace or acd at least 5,00!) square feet of iiTsDervious sjrfacfe& on tj^istiny 1
? developed property or will you' project be ocateo within 20C feet of the Paci'ic Ocettn and tl > create 2500 square feet or : "• |
I mo'e 0* ;mpervious surface or t.2j >ncreases impervious surface on ire prosedy tiore than !0%? Repiacemen' of \
> existir'g inpeh/sous surfaces includes arsy ac'.iv ty that is not oart of routine maintenance where •mpervious materialCs) are I \
I rgmQycd exposing underlying soil during construction t ;
. iNST.5^UCT0NS If yoi, ar-swered YES. you ARE a significant redeveiopment and you ARE subje-st to PRIORITY DEVELOPMENT""
PROJECT requifeirienis Please check tne "meets PRIORITY 0£V£LO?MENT PROJECT requrements' nox n Sett-on 3 below Reviev
SUSMP to find out 'f SUSM=' recuirements apply to yo'jr project envelope or the entire projecl site
li you a'tswerefl NO then you ARE NOT a sign ficdnt reaevelopmen; ar'd your pioject is sabject to STANDARD STORMWATER
j REQUIREMENTS P'ease checl< the 'does not meet PDP require-riems box ir Section 3 beiow
•for definition see root note 4 on page 2
SECTJON 3 QUES110NNAIIS RESULTS
My project noeis PRIORITY DEVELOPMENT PROJECT (PDP) roauiremonts and must conply v.itr^ additional stormwater c'ena
per the SUSMP and l und^'stand I '-nust p-'ftpa'C- ti Stonn '.Vatet fvtanage.mont P'an for submittai al tTie o' appticaiio \ understand
fiow cor.l-a shyd'ornodilicaticn) teauirerriems tra> duply io my p-ojeol. Refer lo SUSMP for cetaiis.
My project does not meet PDP reyuremen's and mu";! only comply wth STANDARD STORMWATER REQUtREI«ENTS aer me
SiJSM!^ A'i pah of these requirenents j'MH incorporate IOA impa". riev'ei:>pmen! ^'rategies th'ougnrwi my proiect
Appiicdn! '"fo'rrs! or and S-gnoturc Box
611'.- HI nr.- PC'F--
AppiiCan' Name
AbSttssors Parcel Nurnbetii
2 • 3 •: 1. -: h -:
Applicant Title
Date
C 'v Con;,,'r»rce 1 •>'! S
\
i i-^.-r,
Page 3 of 3 REV I'l4 '1
^ STORM WATER
f.r STANDARDS mMmiimLSMmei
^ QUESTIONNAIRE
V* rill \ L.^iJrx-'
Land Development Engineering
16 JS Faraday Avenue
A E-34 760-602-27S0
www.carisbadra gov
HillsidB developmont Any development that creates more than 5.000 square feet of tmpe'vious surface ami is
located 'n an area with known erosive so i renditions wfwre the aeve oprrcrt v.-ii> grade tys my natusa! siope tfidt is
twentv-f-ve percent i2y-ji) or greater ^
EnvlronmmtallY Semitive Area (ESAf A'i devetopment iocated within or drectiy acjacent* to o- cischargittg
d rectly^ lo an ESA {wtiere ascharges from the develcpTient or redevelopment wi! enter receiving ,vaiers within the
ESA) whicri r>'ther creates 2 500 sqcare feet o' more of smpen/io-js surface on a proposed project s*e o- 't^creasss
tha area o' iTiperviaosness of a proposed grojeci site 10% or '-nose of its natu'aisy occurring eondi^ on_
Parking lot Area of 5,000 tsguare feet or more, or with 15 or more packing sDaces, and poteniially exposed so uroan
nmoff
Sfreefs, roads, ftfg^ways, and freeways Any paved surface that is 5 000 square feet or gteater jsen for tne
i transportation of automobiles, trucks, motorcycles, ar^d other vehio-es
, 10 RetatTGasoffrte Outfefs. Serving rrsore than 100 vehtcies per day and greater thart 5,000 square feet
'•11 Coastal Devefo^mmt Zone Any project located withir^ 20C feet of the Pacific Ocear and (11 creates moie trsan
250Q square feet of impervious surface or ',2] ncreases impervious surface on property by mere than 10-,..
ii2 More than i-acre of disturbance Project results in the dssturoance of 1-acra or mo'e ot land and is considered a
Pol.utant-generattng Development Proiect''
• Erviioirwitallv Sersii.e Areas rcLide cut in" f,ot lirjjit»d io a"! Cieai 'A'ater Aa Sectiot! SCSui rnj5a«>;d Aase- r<ojiei. areas assgrawc i'-. A'S^to ,jf Spetia'
B'3loa'i,si ,S,9r,'icart)-f i5y trie Sta*e Wattf- Rpsourees Confc Boa'j iAiate' Cua-ty Cortrc, r^iai fo' tt-» Sar Osaoa Basm ("S&^i a-d a«'e'd>-"-aris) watti xsdHs
':e«i5-j!t.2.t ire fyiSE tHngfical use tj^ tue Stata tVa'ar Resoo'css Cnn-i-o. Bria-d -y.'s;t>r Qussii> Co'-irc, F ar ter f-o Sa.-i Dia<7,c- Basic I9r>4t a.-.d ar^pnsitiiersa,,
areas ces.arntf^tt as pres*^'V6s or trsetr squtvalent .jndei ti**- ^tulti Sp^^oia^: G-^-^^ervatnr i^-ograin .^i^-'-.r. the C^*ias a^-i Z^jrVy ct Ba-^ O-^pri arsi nr^ ao^^valert
f>a.'irDrqit-1 taliv hsin v.^ aieas w),i:n nj^e been ide"*i!i8d -jy lip Copiw-rnree-s
. Direai, anjacpc! T<:an'; ?.tua'.-»r< Aitrsr 2^-3 .'ss: ot ire f I'vito-^msri-sri' Sersit-i-a A-e.'i
"i •Oi'>r>'a-girg r reel y »' riaariB c.tliow t'otn a U'ainage ccnvt!ya<-cc xniM'p .t-at la rarrpo-ies a-'-.raiy a' IVIAS frsrrj t."-? subie:l cSislcprnf ot tst rede, tiopmer: ,<t P
ref. j^oi^ni -irflec .v -^OA- from .^djaca'^i .ar^rls
4 •'c.isuisf-Qcno.'Sting Da'.ei,ip-~v;r.t r>'oie,-.t5 are ^^os« afr.jepss shst ii^r'^rata pnUuvants at s greatiir t'-a-i barVo'ii -.r ie»-es « jf-eral tr-"!;.-. in-'.,£ie a' s:-0!ei,tv
'ra! s;s-,sr suSe ;.3 ar »xf gedai'ce So ar 'mpn^-es ^^ater Pccy .y *ih ct- create* re* 'ri[-sr»-iovs sur'.sw, grtsaisr (hsn PCK -^-^u.ire fr-»< acc-or in»aa..;e -sw B-ri<-i;a:-ir9
areas that requ re routine jse ai ferti '.'ft. arc pasticJdes -r-ost pases lireai pa*i-.vay proiects sS'al are fs ip'requ-art -/en'c* i.se s.uJ' .3? STC'g> r':< at msrssnanre
a„cf'sj, o- fci r-edestrer ,v Picvce tare no; co-osiPe'ed i-io.ii'ar;-Gf>nara!irii •^•«».-chp'pnfi ^'-s,'---t5 .t -hey ara fee!' fP- BP-VK!!!', •;uifac?s o"i >l ^l-er>' ''c.-. io
si.tr.Kjrc aq p^'^tou<i S'.Paces
INSTRUCT Ot^S'
Section 1 Results:
If you answered YES to ANY of the qucstKjns .above yoor project sj. subject to Priority Development Project requiftsments. Skip Settlor 2 and
p.ease proceeri to Sectirpn 3 Checl^ the rraets PRIORITY' DEVHLOPMEN"^ PROJECT 'SQuiretienis box ir Section 2 Atidifouat stomt v/ater
requirements wtll apply per the SUSMP.
!f you arssworod NO to ALL o* the questions above then plessR p'occf>sJ tc Section 2 and fotlo* the irstmction-s
E-34 Page 2 of 3 RCV 1/t4'i
STORM WATER Development Services
Land Development Engineering STANDARDS Development Services
Land Development Engineering
^' C- i-QUESTIONNAIRE 163S Faradav Avenue
SBAD E-34 760-602-27S0
www tarlsbadc3.gov
SECTION 2 SIGNIFICANT REDEVELOPMENT
INSTRUCTIONS: Complete the questions beiow regarding your project YES NO
1 Project results :n the distarbance o' 1-ac'e or more of land and is considered a Pollutant-yenoralmg Devetopment
'!£9i£^i"'*
, INSTRUCTIONS If you arswe'ed NO, please Droceed to question 2.
i I' yoi, answered YES, then you ARE a signc'icant recovetopmenl anc you ARE suDjea to PRIORITY DEVELOPMENT PROJECT
• Z*£Hi'"^I!!£2i%— Please cheek tne meets ."RIORiTY DEVELOPMENT PROJECT rggurements' boy m Sectiorf 5 below
2 !s tiie project redeveiopir^g an existing oooritv pro;ect type? tPrionty projects ate dc-fincd in Section 1 >
" lNSTR!JCT!6NS"™¥>t)!JanswFe^^ ~
I* you answeted NO then yoo ARE NOT a sitjni'icant redevelopment and your project s suDject to STANDARD STORMWATER
< REQUIREMEt^TS Please check the 'does nol mee' PDP -equrements box in Section 3 below.
j 3 Ihe worlr lirnttea to trenching and resurfacing associated with utility work, resurfaonq and 'econfiguring surface I
pat^t-g Ictfe and existing roadways, new sidev,'ali<, bii<e lane on existtrtg road andr'or routine maintenance of damaged j
. pavement such as -Pothole rofjair'' Resurfac ng,'recoflfiguiing aaiking lots is -where the work does not expose underlyirsg scil ;
I dunnc} cor'ssl'uciion '•
" iNSTRtJCTioSlS™ ify'ou answered MO.Tfsen proceed to question 4
l» you answered YES, then you ARE NOT a significdnf redevelopment and yop'r project is subject to STANDARD STORMWATER
REQUIREMENTS Please check the 'does nol me^t PDP reqyirerper^s' box in Section 3 oelow
rt V\fiil your redevelopment orotoct create, replace or aad at least 5,000 equate feet of tmDerv!cu& surfaces on existing i
! ileveioped property or will your project be ocaleo within 20C feet of the Pacific Ocean and 111 create 2500 square feet or
i more impernwus surface oi i,2j ncreases impervious surface on the p'ooerty by more than 10%''' Repiacfemerr of i
• existing inpen/tous surfaces ncluoes any actiy ty that is not pari of routine maintenance where smper^^ious matenaitsi are j
, rgmgvgj; gxposing iinrjeriying soii during construction
""•NSTRUCT om If ycu answered YES, you ARE a significant redevelopment ana you ARE subject to PRIORITY DgVELOP)«ENT
• PROJECT requirements Please check Ine -meet-s PRIORITY QfcVcLOPfvlEN" PROuECT req jrements" tiox n StictPun 3 below Revi'
SUSf4P to find out if StJSM.P reouirements apply to -your project envelope or the ent're project site
If you answered MO then you ARE NOT a sign Scant redevelopment and your pioject is subject to STANDARD STORMWATER
. REQUIREMENTS -^laase check the 'does not meet PDP requirements' box in Sectton 3 beiow
•for dc-rmition see t^ootnote 4 on page 2
SECTtOM 3 QUESTIONNAIRE RESULTS
yj
•
"Addr
App!'
My project -i^cets PRIORITY DEVELOPMENT PROJECT (PDP) requi.'-ements and must ccpipiy wrth addiPOnal stormwater cnsena
ye' ine SUSMP and I undcrsta-.d i must prepare a Slorni vVater Managomont Plan for sobmittai at tino of appticoiion. , v.r>cer5'and
flow crjntfo fhydtomoCificdtiCn) reuunernents tray apply to my proje'st. Refer to SUSMP fot cetails,
M/ proiect does no! meet POP requirements and must rpniy compty wth STANDARD STORMWATER REQUIREIiENTS per the
_SiJSMP Al t?art of these requirg.ments i will incornorate low impact development sfategies thro.,gno(jt my proj^^c!
Aj->piicant 'nfoTrat-on ana Sigr'atu.'C Box
•.^ 13-in--:' U'i
agit Name
: tici.iaay
Apsli
• ^'
^
Assessors Parcel t^lumbetts
Apokcani Title
i^y?rst.ctn Hr»ctIni^s^ inct :
Oate
E-34 Page 3 of 3 REV 1,'14 11
ARLSBAD
PLANNING DIVISION
BUILDING PLAN CHECK
APPROVAL
P-29
Development Services
Planning Division
1635 FaradayAvenue
(760) 602-4610
www carlsbadca eov
DATE: 5/14/13 PROJECT NAIVIE: INTERIOR RACKS ONLY PROJECT ID:
PLAN CHECK NO: CB131185 SET#: ADDRESS: 2515 PALOMAR AIRPORT RD APN:
^ This plan check review is complete and has been APPROVED by the PLANNING
Division.
By: GINA RUIZ
A Final Inspection by the PLANNING Division is required • Yes ^ No
You may also have corrections from one or more ofthe divisions listed below. Approval
from these divisions may be required prior to the issuance of a building permit.
Resubmitted plans should include corrections from all divisions.
[J This plan check review is NOT COMPLETE. Items missing or incorrect are listed on
the attached checklist. Please resubmit amended plans as required.
Plan Check APPROVAL has been sent to: OPERATIONS@SEIZMICINC.COIVI
For questions or clarifications on tlie attached cliecklist please contact the following reviewer as marked:
PLANNI|IG
'760-6j02:46i0 ,
i ENGINEERING
; . , 760-602-2750 ' .
FIRE PREVENTION
•', ' . 760-602-4665 - , f
1 1 Chris Sexton
760-602-4624
Chris.Sexton@carlsbadca.gov
1 1 Kathleen Lawrence
760-602-2741
Kathleen.Lawrence@carlsbadca.gov
1 Greg Ryan
760-602-4663
Gregorv.Rvan@carlsbadca.gov
Gina Ruiz
760-602-4675
Gina.Rulz@carlsbadca.gov
Linda Ontiveros
760-602-2773
Linda.Ontiveros@carlsbadca.gov
1 Cindy Wong
760-602-4662
Cvnthia.Wong@carlsbadca.gov
• • Dominic Fieri
760-602-4664
Dominic.Fien@carlsbadca.gov
Remarks:
V 4
CARLSBA
CITY OF
PLAN CHECK
REVIEW
TRANSMITTAL
Comti00^3^conomic
Development Department
1635 Faraday Avenue
Carlsbad CA 92008
www.carlsbadca.gov
DATE: 06/14/2013 PROJECT NAIVIE: LOWE'S HIW PROJECT ID: CB131185
PLAN CHECK NO: 2 SET#: 1 ADDRESS: 2515 PALOMAR AIRPORT RD APN:
3 This plan check review is complete and has been APPROVED by the FIRE Division.
By: GR
A Final Inspection by the FIRE Division Is required ^ Yes • NO
3 This plan check review is NOT COMPLETE. Items missing or incorrect are listed on
the attached checklist. Please resubmit amended plans as required.
Plan Check Comments have been sent to: SEIZMIC ENG., INC.
You may also have corrections from one or more of the divisions listed below. Approval
from these divisions may be required prior to the issuance of a building permit
Resubmitted plans should include corrections from all divisions.
For questions or clarifications on the attached checklist please contact the following reviewer as marked:
PLANNING
760-602-4610
ENGINEERING
"760-602-2750
FIRE PREVENTION
760-602-4665
1 1 Chris Sexton
760-602-4624
Chris.Sexton@carlsbadca.fiov
1 1 Kathleen Lawrence
760-602-2741
Kathleen.Lawrence@carlsbadca.fiov
X Greg Ryan
760-602-4663
Gregory.Ryan@carlsbadca.gov
1 1 Gina Ruiz
760-602-4675
Gina.Ruiz@carlsbadca.gov
1 1 Linda Ontiveros
760-602-2773
Linda.Ontiveros@carIsbadca.fiov
1 1 Cindy Wong
760-602-4662
Cvnthia.Wong@carlsbadca.fiov
• • 1 1 Dominic Fieri
760-602-4664
Dominic.Fieri@carlsbadca.gov
Remarks: See Attached
Carlsbad Fire Department
Plan Review
Date of Report:
Name:
Address:
Requirements Category: Tl, COMM
06-14-2013
SEIZMIC INC
ATTN: AMY EDWARDS
161 ATLANTIC ST
POMONA CA
91768
Reviewed by:
Permit #: CB131185
Job Name:
Job Address:
LOWES-STORAGE RACKS
2515 PALOMAR AIRPORT RD CBAD
Please review carefully all comments attached.
Conditions:
CITY OF CARLSBAD FIRE DEPARTMENT - 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 OR APPROVE THE VIOLATION OF ANY LAW.
1. Any "Third-party" inspection and/or testing reports prepared as part ofthis installation shall be copied to both
the Building and Fire departments.
2. Prior to loading and merchandising of the racks, an inspection of this installation shall be conducted by the
Carlsbad Fire Department
3. Once racks are stocked and merchandised, a full emergency access and lighting test shall be conducted by the
Carlsbad Fire Department prior to permit issuance.
4. Once racks have been signed off by all involved departments, then an operational use permit will be issued by
the Carlsbad Fire Department.
Entry: 06/14/2013 By: gr Action: AP
DATE: 05/15/2013 PROJECT NAIVIE: LOWE'S HIC - RACKING
PLAN CHECK NO: 1 SET#: 1 ADDRESS: 2515 PALOIVIAR AIRPORT RD
J^ROJECT ID: CB131185
APN:
• This plan check review is complete and has been APPROVED by the FIRE Division.
By: GR
A Final Inspection by the F!RE Division is required |^ Yes • No
^ This plan check review is NOT COMPLETE. Items missing or incorrect are listed on
the attached checklist. Please resubmit amended plans as required.
Plan Check Comments have been sent to: SEIZMIC, INC.
You may also have corrections fiom one or more ofthe divisions listed below. Approval
from these divisions may be required prior to the issuance of a building permit
Resubmitted plans should include corrections from all divisions.
For questions or clarifications on the attc-thed checklist please contact the follov.tng reviewer as marked:
', f C-'PIMNIING ^ ^^^E'NGIpERI,p#
; -760-^2-275^/ -|
FIREjilvEN#ION,:^,
Chris Sexton
760-602-4624
Chris.Sexton@carlsbadca.gov
1 Kathleen Lawrence
760-602-2741
Kathleen.Lawrence@carlsbadca.gov
X Gi'eg Ryan
760-602-4663
Gregorv.Rvan@carlsbadca.gov
Gina Ruiz
760-602-4675
Gma.Ruiz@carlsbadca.gov
1 Linda Ontiveros
760-602-2773
Linda.Ontiveros@carlsbadca.gov
Q Cindy Wong
760-602-4662
Cvnthia.Wong@carlsbadca.gov
•
•}>
1 1 Dominic Fieri
760-602-4664
Donffnic.Fieri@carlsbadca.gov
Remarks: SEE ATTACHED
Carlsbad Fire Department ^ '
Plan Review Requirements Category: TI, COMM
Date of Report: 05-15-2013 , Reviewed by:
Name: SEIZMIC INC
Address. ATTN: AMY EDWARDS
161 ATLANTIC ST
POMONA CA
91768
Permit #: CB131185
Job Name: LOWES-STORAGE RACKS
Job Address: 2515 PALOMAR AIRPORT RD CBAD
INCOMPLETE The item you have submitted for review is incomplete. At this time, this office cannot
adequately conduct a review to determine comphance with the apphcable codes and/or standards. Please review
carefully all comments attached. Please resubmit the necessary plans and/or specifications, with changes "clouded",
to this office for review and approval.
Conditions:
Cond: CON0006309
[NOT MET]
Comply with Articles 1 and 23 ofthe Califomia 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 ofthe storage. For certain high-hazard commodities, storage
height over 6 feet will require a permit from the fire department.
Cond: CON0006310
[NOT MET] Chapter 1, Section 104 ofthe California Fire Code allows the AHJ to require at no expense to the AHJ,
you the applicant are to obtain a third-party Technical/Research report specific to the installation, use and protection
of the vanous commodities to be stored in each rack system.
This report once approved by the Fire Code Official shall accompany any submittal for any hazardous or high-piled
storage arrangement. Additionally, once this |3lan is approved the owner/applicant (I.pwe's) shall be required to obtain
and maintain all applicable Operational permits required for this installation and mat trials stored.
Attached is a list of consultants whom have demonstrated specific competencies and understand our requirements.
Entry: 05/15/2013 By: GR Action: CO
\L\TF.Ri\L H.VNDL>NG |^'^fl> lEIRINC
i;sT I at!:,''-'
CVROUSELS LOCKERS SHUTTLES RACK BLDGS DRIVE-IN PLATFORMS SEISMIC ANALYSIS HEADER STEEL DESIGN SHELVING
CONVEYORS MACHIMERY STAIRS RACK CANOPIES I-LOW SELECTIVE CAD DRAWINGS PERJ4ITTING SERVICE CATWALK
FENCES IvIEZZAMNES STRUCTURALS CANTILEVER HANDSTACK SHEDS PRODUCT TESTING SUBMITTAL SERVICE RIVET
FOOTmOS MODULAR OFFICES TANK SLTPORTS CATWALKS PUSH BACK STORAGE FIFLD INSPECTION STATE APPROVALS STEEL
FOUNDATIONS PARTITIONS VERTICAL LIFTS MOVABLE
GONDOLAS PICK MODULES VRC SPECIAL
Licensed in All 50 States
STRUCTURAL CORRECTION
FOR
LOWES
2515 PALOMAR AIRPORT ROAD
CARLSBAD, CA 92008
SEIZMIC, INC. PROJECT #13-0458
PC# 13-1185
DATE: 5/29/2013
1. Provide a rack layout showing the location ofall racks. (Type A-E and cantilever rack).
Response: Provided. Please see submitted layout.
2. 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 IBC Tables 307.7 (1) and 307.7 (2),
Response: See note # 9 on sheet 13-0458-A
3. Obtain Fire Department Approval.
Response: Fire department approval is forthcoming.
4. 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).
Response: See page 11.1 of calculations
5. Note on plans that periodic special inspection is required during the anchorage of storage racks 8 feet or
greater in height in structural assigned to Seismic Design Category D, E, and F.
Response: See note # 6 on sheet 13-0458-A
6 Indicate the clearance from the new racks to the existing building walls and building columns.
161 ATLANTIC ST • POMONA • CA 91768 • TEL 909-869-0989 • FAX 909-869-0981
Response: See note # 10 on sheet 13-0458-A
7. Note on the plans that the rack design loads will be posted per Section 1.4.2 of RMI.
Response: See note # 11 on sheet 13-0458-A
8. The bolt size for the connection between the beam and column (detail 6A, 6B and 6C) should be clearly
identified.
Response: See detail 6A, 6B and 6 C on sheet 13-0458-A.
9. The connection details between column and beam appear to suggest using safety pin as
part of the connection, (i.e. the 4-pin connection 6C shows three bolt and safety pin?)
Please clarify.
Response: No All connectors are two or 3 pin connectors. Calculations have been revised accordingly.
10. Provide calculation to show the column base plate and bolts for the cantilever rack (2/13-
458-B) is adequate to support all the loads.
Response: See pages 27-30 and 34-35 of calculations for column, base and bolting adequacy of the
cantilever rack.
11. The construction detail of the base for the cantilever rack appears to not identify on the
plan, (see sheet 31-33 ofthe calculation) Please clarify.
Response: See details 2 & V-C on sheet 13-0458-B for base construction.
Should you have any questions, please feel free to contact me.
Sincerely,
Roy J. Farrow,
Seizmic Inc.
SPECIAL PFODUCTS
TANK SUPPORTS
MACFflNERY
RACK BLDGS
SHFDS
MEZZANINES
FOOTINGS
COWEYORS
TALL SUPPORTS
HEADER SIEEL
SORT PLATFORM
PICK MODULES
ROOF \'ERIFICATION
STORAGE RACKS
SELECTIVE
DRIVE-IN
PUSH BACK
FLOW RACK
C.WTILEWR
OTHER SERVICES
SEISMICANALYSIS
PERMIT ACQUISITION
EGRESS FL.ANS
STATE APPROVALS
PRODUCT TESTING
SHELVING
' METAL
METAL'WOOD
MOVABLE
GONDOLAS
LOCKERS
CATWALKS
SPECIALS PRODUCTS
SHUTTLES
VLM
CAROUSELS
VRC
MODULAROFnCES
FENCES
Licensed in all 50 States
2515 PALOMAR AIRPORT RD
CARLSBAD, CA
Job No. 13-0458
161 ATLANTIC STREET * POMONA CA 91768 TEL (909) 869-0989 FAX (909) 869-0981
SEIZMIC'
MATERIAL HANDLING ENGINEERING
TEL . (909)869 - 0989 FAX (909)869 -0981
161 ATLANTIC STREET, POMONA, CA 91768
PROJECT
FOR
SHEET NO.
CALCULATED BV
DATE
LOWES
LOWES
2
RF
4/11/2013
TABLE OF CONTENTS
TABLE OF CONTENTS & SCOPE
PARAMETERS
COMPONENTS & SPECIFICATIONS
LOADS & DISTRIBUTION
LONGITUDINAL ANALYSIS
COLUMN
BEAM
BEAM TO COLUMN
BRACING
ANCHOR ANALYSIS
BASIC LOAD COMBINATIONS
OVERTURNING
BASEPLATE
SLAB & SOIL . ' . ' .
SCOPE: • i
THIS ANALYSIS OF THE STORAGE SYSTEM IS TO DETERMINE ITSi
COMPLIANCE WITH THE APPROPRIATE BUILDING CODES WITH RESPECT TO
STATIC AND SEISMIC FORCES.
THE STORAGE RACKS ARE PREFABRICATED AND ARE TO BE FIELD
ASSEMBLED ONLY, WITHOUT ANY FIELD WELDING.
4
9
10
11
12
16
17
18-20
21
22
23
24
SEIZMIC'
MATERIAL HANDLING ENGINEERING
TEL (909)869-0989 FAX (909)869-0981
161 A FLANTIC STREET, POMONA, CA 91768
PROJECT LOWES
FOR LOWES
SHEET NO. 3
CALCULATED BY RF
DATE 4/11/2013
THE STORAGE RACKS CONSIST OF SEVERAL BAYS, INTERCONNECTED IM ONE OR BOTH DIRECTIONS, WITH THE
COLUMNS OF THE VERTICAL FRAMES BEING COMMON BETWEEN AND ADJACENT BAYS.
THE ANALYSIS WILL FOCUS ON A TRIBUTARY BAY TO BE ANALYSED IN BOTH THE LONGITUDINAL AND
TRANSVERSE DIRECITON.
STABILITY IN THE LONGITUDINAL DIRECTION IS MAINTAINED BY THE BEAM TO COLUMN MOMENT RESISTING
CONNECTIONS, WHILE BRACING ACTS IN THE TRANSVERSE DIRECTION.
CONCEPTUAL DRAWING
Some components may nol
be used or may vaiy
TRIBUTARY AREA
LEGEND
1. COLUMN
2. BEAM
3 BEAM TO COLUMN
4. BASE PLATE
5. HORIZONTAL BRACING
6 DIAGONAL BRACING
7. BACK TO BACK, CONNECTOR TRANSVERSE
LONGITUDIN.AL
NOTE ACTUAL CONFIGURATION SHOWN ON COMPONENTS & SPECIFICATIONS SHEET
SEIZMIC
MATERLVL IIANDLING ENGINEERING
TEL (909)869 - 0989 FAX (909)869 - 0981
161 ATLANTIC STREET. POMONA, CA 91768
PROJECT LOWES
FOR LOWES
SHEET NO. 4
CALCULATED BY RF
DATE 5/29/2013
COMPONENTS & SPECIFICATIONS : TYPE A
ANALYSIS PER SECTION 2208 OF THE 2010 CBC SITE CLASS = D
Beam Elevation
LEVELS = 4
PANELS = 4
PRODUCT LOAD / LVL = 4000 lbs,
FRAME HEIGHT = 192 in.
FRAME DEPTH = 48 in.
BEAMLENGTH= 108 in.
SEISMIC CATEGORY = D
(Fa =1, Ss = 1.06)
HI =48 m
H2 = 48 m
H3 = 42 m
H4 = 42 m
H4
H3
H2
H1
W4
ProductLoad/Lvl
_^ W 1 =4000 lbs
W2 =4000 lbs
W3 =4000 lbs
\V4 =4000 lbs
W3
W2
W 1
Y4
Y3
H
Y2
1
Paiiel Heights
YI = 42 in
Y2 = 42 in
Y3 = 48 in
Y4 = 30 in
COLUMN BEAM Level 1 CONNECTOR fai Level 1
OK OK OK
3 X3 X IIGA
Steel = 55000 psi
Stress =48%
5 1/2" 13GA
Steel = 55000 psi
Max Static Capacity = 9037 lb
Stress = 44%
Three Pm Connector
Stress = 43%)
COLUMN BACKER BEAM @ Level 2+ CONNECTOR (ai Level 2+
OK OK
None
Stress •
5 1/2" 13GA
Max Static Capacity = 9037 lb
Stress = 44%
Three Pm Connector
i
' Stress = 36%
BRACING BASE PLATE
OK
HORIZONTAL
2 1/4X 1 1/2 X 0 067 (B-42)
Stress = 16%
OK
DIAGONAL
2 1/4X 1 1/2 X 0 067 (B-42)
Stress = 34%
OK
6mX6mX0.375 m
Steel = 36000 psi MBase = 7568 in lb
Stress = 53%
SLAB & SOIL OK ANCHORS OK
Slab = 6" X 4000 psi
Soil Beanng Pressure = 1000 psf
Slab Puncture Stress = 47%
Slab Bending Stress =19%
Hiltl Kwik Bolt TZ (KB-TZ) ESR-1917
Pullout Capacity- = 1546 lbs Shear Capacity = 1475 lbs
0 5" X 3.5" Mm Embed
No Of Anchors = 2 per Base Plate
Anchor Stress = 33%
SEIZMIC
MATERLM HANDLING ENGINEERING
PEL (909)869-0989 FAX (909)869 -0981
161 ATLANTIC STREET, POMONA. CA 91768
PROJECT LOWES
FOR LOWES
SHEET NO. 5
CALCULATED BY RF
DATE 5/29/2013
COMPONENTS & SPECIFICATIONS j TYPE B
ANALYSIS PER SECTION 2208 OF THE 2010 CBC
Beam Elevation ..^
LEVELS = 3 HI = 96 in I' M
PANELS = 4
PRODUCT LOAD / LVL = 4000 lbs,
FRAME HEIGHT = 192 in.
FRAME DEPTH = 42 in.
BEAM LENGTH= 102 in.
SEISMIC CATEGORY = D
(Fa =1, Ss = 1.06)
H2 = 48 in
H3 = 42 in
H3
H2
HI
SITE CLASS = D
W3
W2
Wl
ProductLoad/Lvl
_^ Wl =4000 lbs.
W2 =4000 lbs
W3 =4000 lbs Y4
H
Y3
Y2
YI
Panel Heights
YI = 42 in
Y2 = 42 in
Y3 = 48 in
Y4 = 30 m
COLUMN BEAM (a), Level 1 CONNECTOR (a). Level 1
OK OK OK
3 X3 X IIGA
Steel = 55000 psi
Stress =80%
5 1/2" 13GA
Steel = 55000 psi
Max Static Capacity = 9569 Ib
Stress = 42%
Three Pm Connector
Stress = 56%
COLUMN BACKER BEAM @ Level 2-1-CONNECTOR (a) Level 2+
OK OK
None
Stress =
5 1/2" 13GA
Max Static Capacity = 9569 Ib
Stress = 42%
Three Pm Coimector
Stress = 23%
BRACING BASE PLATE
OK
HORIZONTAL
2 1/4 X 1 1/2 X 0 067 (B-42)
Stress = 11%
OK
DIAGONAL
2 1/4 X 1 1/2 X 0 067 (B-42)
Stress = 23%
OK
6 in X 6 in X 0 375 in
Steel = 36000 psi MBase = 8000 in lb
Stress = 47%
SLAB & SOIL OK ANCHORS OK
Slab = 6" X 4000 psi
Soil Bearing Pressure = 1000 psf
Slab Puncture Stress = 39%
Slab Bending Stress = 16%
Hilti Kwik Bolt TZ (KB-TZ) ESR-1917
PuUoul Capacity = 1546 lbs Shear Capacity = 1475 lbs
0 5"X3 5" Mm Embed
No Of Anchors = 2 per Base Plate
Anchor Stress = 39%
SEIZMIC'
MATERIAL HANDLING ENGINEERING
TEL (909)869 - 0989 FAX (909)869 - 0981
161 ATLANTIC STREET, POMONA, CA 91768
PROJECT LOWES
FOR LOWES
SHEET NO. 6
CALCULATED BY RF
DATE 5/29/2013
COMPONENTS & SPECIFICATIONS ^ TYPE C
ANALYSIS PER SECTION 2208 OF THE 2010 CBC
Beam Elevation
LEVELS = 3 HI =78 in
H2 = 56 m
113 = 58 in PANELS = 4
PRODUCT LOAD / LVL = 4000 lbs.
FRAME HEIGHT = 192 in.
FRAME DEPTH = 72 in.
BEAMLENGTH= 120 in.
SEISMIC CATEGORY = D
(Fa = 1, Ss = 1.06)
SITE CLASS = D
W3
H3
H2
W2
Wl
ProductLoad/Lvl
W1 =4000 lbs
W2 =4000 lbs
W3 =4000 lbs
-V-
T
Y4
H
Y3
Y2
Y1
Panel Heights
YI = 42 ro
Y2 = 42 m
Y3 = 48 in
Y4 = 30 in
4-D
COLUMN BEAM (ai Level 1 CONNECTOR Level 1
OK OK OK
3X3X11GA
Steel = 55000 psi
Stress =56%
5 1/2" I3GA
Steel = 55000 psi
Max Static Capacity = 8134 lb.
Stress = 49%
Three Pin Connector
Stress = 48%
COLUMN BACKER BEAM (al Level 2+ CONNECTOR Level 2-i-
OK OK
None
Stress =
5 1/2" 13GA
Max Static Capacity = 8134 lb
Stress = 49%
Three Pm Connector
I
' Stress = 29%
BRACING BASE PLATE
OK
HORIZONTAL
2 1/4X 1 1/2 X 0 067 (B-42)
Stress = 28%
OK
DIAGONAL
2 1/4X 1 1/2 X 0 067 (B-42)
Stress = 41%
OK
6 inX6 inXO 375 m
Steel = 36000 psi MBase = 8000 in lb
Stress = 47%
SLAB & SOIL OK ANCHORS OK
Slab = 5" X 4000 psi
Soil Beanng Pressure = 1000 psf
Slab Puncture Stress = 32%
Slab Bending Stress = 13%
Hllti Kwik Boh TZ (KB-TZ) ESR-1917
Pullout Capacm' = 1546 lbs Shear Capacity = 1475 lbs
0 5"X3 5" Mm Embed
No. Of Anchors = 2 per Base Plate
Anchor Stress = 25%
SEIZMIC-
MATERIAL HANDLING ENGINEERING
TEL (909)869 - 0989 FAX (909)869-0981
161 ATLANTIC STREET, POMONA, CA 91768
PROJECT LOWES
FOR LOWES
SHEET NO. 7
CALCULATED BY RF
DATE 5/29/2013
COMPONENTS & SPECIFICATIONS ; TYPE D
ANALYSIS PER SECTION 2208 OF -fflE 2010 CBC
Beam Elevation ^
HI =24 m
H2 = 48 in
H3=48m H5
H4 = 36 m
H5 = 36 m
LEVELS = 5
PANELS = 4
PRODUCT LOAD / LVL = Load
Varies
FRAME HEIGI-rr = 192 in.
FRAME DEPTH = 28 in.
BEAM LENGTH= 97 in.
SEISMIC CATEGORY = D
(Fa = 1, Ss = 1.06)
H4
H3
H2
HI
SITE CLASS = D
W5
W4
W3
W2
W 1
ProductLoad/Lvl
, Wl =2000 lbs
W2 =3000 lbs
W3 =3000 lbs
W4 =3000 lbs
W5 =3000 lbs
Y4
Y3
Y2
YI
Panel Heiglns
YI = 42 in
Y2 = 42 m
Y3 = 48 in
V4 = 30 m
^ D-Jf
COLUMN BEAM M Level 1 CONNECTOR (al Level 1-3
OK OK OK
3 X3 X UGA
Steel = 55000 psi
Stress =38%
2 1/2" 15GA(4250)
Steel = 55000 psi
Max Static Capacity = 2074 lb
Stress = 96%
Two Pin Connector
Stress = 53%
COLUMN BACKER BEAM (a) Level 2-t-CONNECTOR @ Level 4 ^
OK OK
None
Stress -•
3 9/16" UGA (4356)
Max Stadc Capacity = 3758 lb
Stress = 80%
Three Pm Conneclor
Stress = 42%
BRACING BASE PLATE
OK
HORIZONTAL
2 1/4X 1 1/2 X 0 067 (B-42)
Stress = 10%
OK
DIAGONAL
2 1/4X 1 1/2 X 0 067 (B-42)
Stress = 27%
OK
6 in X 6 in X 0 375 in
Steel = 36000 psi MBase = 3167 in lb
Stress = 36%
SLAB & SOIL OK ANCHORS OK
Slab = 6" X 4000 psi
Soil Beanng Pressure = 1000 psf
Slab Puncture Stress = 56%
Slab Bending Stress = 23%
HilU Kwik Boh TZ (KB-TZ) ESR-1917
Pullout Capacity = 1546 lbs Shear Capacity' = 1475 lbs
0 5" X 3 5" Mm Embed
No Of Anchors = 2 per Base Plate
Anchor Stress = 84%
NOTES 5-1/2" BEAM OK AT LEVEL 4 & 5
SEIZMIC'
MATERIAL HANDLING FNGINr.ERING
TEL (909)869 - 0989 FAX (909)869 - 0981
161 ATLANTIC STREET, POMONA, CA 91768
PROJECT LOWES
FOR LOWES
SHEET NO. 8
CALCULATED BY RF
DATE 5/29/2013
COMPONENTS & SPECIFICATIONS ; TYPE E
ANALYSIS PER SECTION 2208 OF TI-IE 2010 CBC SITE CLASS = D
Beam Elevation
LEVELS = 5 Hi=6in
H2 = 26 m
H3 = 28 in
H4 = 96 m
PANELS = 3
PRODUCT LOAD / LVL = 1500 Ibsl^
FRAME HEIGPrr = 192 in.
FRAME DEPTH = 42 in.
BEAM LENGTH= 148 in.
SEISMIC CATEGORY = D
(Fa = l, Ss = 1.06)
H5
H4
H H3
H2
HI
-4
W5
W4
W3
W2
W1
ProductLoad/Lvl
Wl =1500 lbs
W2 =1500 lbs
W3 =1500 lbs
W4=1500 lbs
W5 =1500 lbs
Y3!
H Y2
YI
Panel Heights
YI = 55 m
Y2 = 100 1)
Y3 = 30 m
D
COLUMN BEAM (g Level 1 CONNECTOR (al Level 1-3
OK OK OK
3 X3 X IIGA
Steel = 55000 psi
Stress =24%
3 9/16" 14GA (4356)
Steel = 55000 psi
Max Static Capacity = 1734 lb
Stress = 87%
T]WO Pin Connector
• Stress = 24%)
COLUMN BACKER BEAM @ Level 24-CONNECTOR @ Level ^ +
OK OK
None
Stress =
5 1/2" 13GA
Max Static Capacity = 5649 lb
Stress = 27%
Three Pin Connector
; Stress = 25%
BRACING BASE PLATE
OK
HORIZONTAL
2 1/4X 1 1/2 X 0 067 (B-42)
Stress = 7%
OK
DIAGONAL
2 1/4 X I 1/2 X 0 067 (B-42)
Stress = 26%
OK
6inX6inX0'375 in
Steel = 36000 psi . MBase = 327 in lb
Stress = 15%
SLAB & SOIL OK ANCHORS OK
Slab = 6" X 4000 psi
Soil Beanng Pressure = 1000 psf
Slab Puncture Stress = 26%
Slab Bending Stress =11%
Hllti Kwik Bolt TZ (KB-TZ) ESR-1917
Pullout Capacity = 1546 lbs Shear Capacity = 1475 lbs
0 5"X3 5" Min Embed
No Of Anchors = 2 per Base Plate
Anchor Stress = 24%
SEIZMIC PROJECT
FOR
MATERIAL HANDLING ENGINEERING
TEL (909)869- 0989 FAX (909)869-0981
161 ATLANTIC STREET. POMONA. CA 91768
LOWES
LOWES
SHEET NO. 9
CALCULATED BY RF
DATE 4/11/2013
LOADS AND DISTRIBUTION;
Number Of Levels- 4
wPL (Sum of product loads) 16000 lbs
wDL (Sum of dead loads) 400 lbs
TOTAL FRAME LOAD: 16400 lbs
Fa: LOO
Ss. 1.06
le- 1.00
Rw (Longitudinal): 6.00
Rw (Transverse). 4.00
LONGTUDINAL DIRECTION
2/3-F,-5,-/,-(((0.67)-ff/J+r„J 0.75-0.67
VI
[(2/3) X 1 X I 06 X 1 X (((0.67) 16000) + 400) / 61 X 0.75 X 0.67
V
• 658 lbs
V,..
TRANSVERSE DIRECTION
R...
•0.75-0.67
[(2/3) X 1 X 1.06 X 1 X (((0.67) 16000) + 400) / 4] X 0.75 X 0 67
V
' 987 lbs
F=V ^ W,H, ^
Levels K LONGITUDINAL TRANSVERSE
Levels K
/, VP /;
1
2
3
4
48
96
138
180
4,100
4,100
4,100
4,100
196,800
393,600
565,800
738,000
68
137
197
256
4,100
4,100
4,100
4,100
196,800
393.600
565,800
738,000
103
205
295
385
1,894,200 658 lbs 1,894,200 987 lbs
SEIZMIC'
MAT ERIAL HANDLING ENGINEERING
TEL (909)869 -0989 FAX (909)869-0981
161 ATLANTIC STREET, POMONA, CA 91768
LOWES
LOWES
10
CALCULATED BY RF
DATE 4/11/2013
PROJECT
FOR
SHEET NO.
LONGITUDINAL ANALYSIS;
THE ANALYSIS IS BASED ON THE PORTAL METHOD, WITH THE POINT OF CONTRA FLEXURE OF THE COLUMNS
ASSUMED AT MID-HEIGHT BETWEEN BEAMS, EXCEPT FOR THE LOWEST PORTION, WHERE THE BASE PLATE
PROVIDES ONLY PARTIAL FIXITY, THE CONTRA FLEXURE IS ASSUMED TO OCCUR CLOSER TO THE BASE. (OR
AT THE BASE FOR PINNED CONDITION, WHERE THE BASE PLATE CANNOT CARRY MOMENT)
i^,lp„a + ^n,.., = + „„,,,,
I -
^ M Upper Lomi
V,
2
329 lbs
kmh
M ikise - 7568 in/lb
t-RONT FLEVAl ION
LEVELS h ./, AXIAL LOAD MOMENT MEnds Mconn
1 46 34 8,200 7,566 1,099 8,422
2 48 68 6,150 7,080 1,099 7,022
3 42 98 4,100 4,767 1,099 4.837
4 42 128 2,050 2,709 1,099 2.454
SAMPLE CALC.
= (329 lbs X 46 in) - 7568 in/lb = 7,566 m/lb
SEIZMIC'
MATERIAL HANDLING ENGINEERING
TEL (909)869- 0989 FAX (909)869-0981
161 ATLANTIC STREET. POMONA, CA 91768
PROJECT
FOR
LOWES
LOWES
SHEET NO. 11
CALCULATED BY RF
^^'^^ 4/11/2013
COLUMN ANALYSIS :
P =
M =
K.. • L..
Axial
R.
K =
8200 lbs
7566 in/lb
= 1.2X46in/1 3in
= 42.3
= lX42in/l.lin
= 39.8
KL
R
Max = 42.3
WE
ik-l/ f
= 162.7 KSI
2
= 28 KSI
Since: F„ > F„ ll
F.. - F. 1--F.
Pn = Aeff-F„
P
p n_
P
55 KSI X [1 -55 KSI /(4 X 162.7286KSI)]
50.4 KS!
0 997 in'^2 X 50.4 KSI = 50202 lbs
50202 lbs/1.92 = 26147 lbs
0.31
Flexure
P P Cmx • M 5z«ce:-->0.15 Check:
Myield ^M^^S,-F^r '-'32 '"'^S x 55000 PSI
Max = •
Per = Yl'EI
1
62260 / 1 67
62260 in/lb
37281 in/lb
1/1 - ac-Per
(3 14159)^^2 X 29500 KSI X 1.698/(55 2in.)-^2 = 162248 lbs
= (1/(I-(1.92 X 8200 lb/162248 lb)))'^-l = 0.9
(8200 Ib / 26147 lb) + (0.85 X 7566 in/lb / 37281 in/lb X 0 9) = 0.5 (50%)
A
SECTION PROPERTIES
A 3 in
B • 3 in
t : 0.12 in
Aeff 0 997 in'^2
lx 1 698 in'^4
Sx 1,132 in'^3
Rx 1.305 in
ly 1 I 1 inM
Sy • 0.732 10-^3
Ry 1 055 in
Kx 1.2
Lx 46 in
KY : 1
Ly : 42 in
Fy 55 KSI
E 29500 KSI
Qc: 1.92
Qf: 1 67
Cmx . 0.85
Cb : I
MATERIAL HANDLING ENGINEERING
TEL (909) 869-0989 • FAX (909) 869-0981
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PROJECT
FOR
SIEET NO.
CU CUL ATID BY
DATE
LOWES
I'! 1
EF
5;':5aoL
COLUMN ANALYSIS WEAK AXIS COLUMN ANALYSIS
SECTION
Pstatic= 8,200 LB
Pseismic= 5880IN-LB/42 IN
= 140 LB
Ptotal= 8,340 LB
My= V*h
= 493.5 LB * 5 IN
= 2,468 IN-LB
KxLx/rx = 1.2*46 IN/1 305 IN Vi::::^
= 42 3 <=== (Kl/r)max
KyLy/ry = 1*5 IN/1 055 IN
= 4.7
czdl/'
AXIAL SIDE ELEVATION
Fe= TT'^2E/(KL/r)max'^2 V= 494 LB
-162 7 KSI Mseismic= 5,880 IN-LB
Fy/2= 27 5 KSI h= 5.0 IN
SINCE, Fe > Fy/2 DEPTH= 42 IN
THEN, Fn= Fy(1-Fy/4Fe)
= 55 KSI*[1-55 KSI/(4*162 7 KSI)] (EQ 04-3) SECTION PROPERTIES
= 50 4 KSI A= 3 OIN
Pn= Aeff*Fn B= 3 0 IN
= 50,202 LB (EQ C4-2) C= 0.75 IN
Qc= 5/3-1- (3/8)*R-(1/8)*R'^3 t = 0 120 IN '
= 1 81 Aeff = 0 997 IN'^2
Pa= Pn/Qc lx = 1 698 INM
= 50202 LB/1 81214054838147 (EQ C4-1) Sx = 1 132 IN'^3
= 27,703 LB rx -1 305 IN '
P/Pa= 0 30 > 015 ly = 1110 INM:
FLEXURE Sy = 0 732 IN'^3,
CHECK P/Pa -1- (Cmx*Mx)/(Max*|Jx) < 1 33 ry = 1.055 IN '
P/Pao + Mx/Max < 1 33 (EQ C5-1) Kx = 12 1
Pno= Ae*Fy (EQ C5-2) Lx = 46 0 IN i
= 0.997 IN'^2 *55000 PSI Ky = 1.00 i
= 54,835 LB Ly = 5 0 IN ;
Pao= Pno/fic Fy= 55 KSI
= 54835 LB/1.81214054838147 E= 29,500 KSI
.-30,260 LB nf= 1 67 1
Myield=My= Sy*Fy Cmx= 0 85 i
= 0 732 IN'^3 * 55000 PSI Cb= 1 0 i
= 62,260 IN-LB Mx= {1/[1-(nc*P/Pcr)]}'^-1
THUS,
Max= My/nf
= 62260 IN-LB/1 67
= 37,281 IN-LB
Pcr= TT'^2EI/(KL)max'^2
= Tr'^2*29500 KSI/(1 2*46 IN)'^2
= 162,249 LB
(8340 LB/27703 LB) + (0 85*2468 IN-LB)/(37281 IN-LB*0.91) ^
(8340 LB/30260 LB) + (2468 IN-LB/37281 IN-LB):
{1/[1-(1,81214054838147*8340 LB/162249 LB)]}'^-1
0 91 i
0 36
0 34
(EQ 05-1)
(EQ C5-2)
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CALCULATED BV RF
DATE 4/11/2013
DETERMllNE ALLOWABLE MOMENT CAPACITY
Check Compression Flange for Local Buckling (B2.1)
w = c-2-l-2-r= 1.7-(2 * 0.083)-(2 * 0.25) = 1.03 in
M'/t = 1 03 /0 083 = 12.41
A = {l.052/Vl)-(w/0-VK7^ =
(1.052 / (4)'^0 5) * 12.41 * (55 / 29000) 0.5 = 0.28 <= 0.673 Flange is fully effective
Check Web for Local Buckling per Section fB2.3)
fX'^omp)^-F^,-{yJy2)= 55 * (2.54 / 2.87) = 48.68 KSI
./2 (tension) = • (>'i / ja) = 55 * (2.3 / 2.87) = 44.08 KSI
= ./i //i = 2.54 / 2 3 = -0.906
/k=4-f2-(l-v/)'+2-(l-(//) =
4 + (2 * (I + -0.906)'^3) + 2 * (1 + -0.906)
Plat Depth = w = y^+y-^- 2.3 + 2 54
w//= 4.84/0.083
4.84
h^. =w-
/?, =: Z),(3 -(//)= 4 84 * (3 - -0 906) = 18.91
= 2.42
^, 4-^2 = 18.91 +2.42
= 4.84 / 2
21.66
4.84 in.
58.31 <200 OK
l = (l.052/Jk)-{M>/ty^iFjE) =
(1 052 / (21 66)^0 5) * 58 31 * (48.68 / 29000)^^0.5 = 0.54
= 21.33
Web is fully effective
2.3
yi • 2.87
•
2 54
yc,-2 634
4.7
Sc-1 639
I: 0 083
r: 0 25
55
fc 65
E: 29000
TopFlange: 1.7
BottomFlange: 2 75
WehDepth: 5.5
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SHEET NO. 13
CALCULATED BY RF
DATE 4/11/2013
DETERMllNE ALLOWABLE MOMENT CAPACITY (cont.)
Determine Effect of Cold Working on Steel Yield Point (FYA) per Section A7.2
F^,,=c-F^^+{l-e)-F^
Lcorne, = 4 = (^S)'+ = 3,14159 * (2 * 0.25-^ 0 083) / 4 = 0.46
C = 2-LjLf+2-L^^ 2 * 0.46/(1.03-t-2*0.46) =0.47
^ lUltisie-lop ^1
m = 0.192 •(F„/F,J-0.068= 0 192 * (65/55)-0 068
4=3.69-(,/;7/;,)-o.8i9-(y;,//J-i.79 =
3.69 * (65 /55)-0.819 * (65 /55)^^2- 1 79
/„//,= (65 /55)
r// = (0.25 / 0.083
= 4 - F„/(r//)"' = 1 43 * 55 / (0 25 / 0.083)^^0 16
fva-iop= 0 47 * 65.93 + (1 -0.47)* 55
f.a^l.„ion, fya ' y.j[depth - y,^)=^
60.14 * 2.634/(5.5 - 2.634)
Check Allowable Tension Stress for Bottom Flange
^IkiiiKi-hoi ~ ^fh ~ ^holloin ^'^ 2 • / -
2.75 - (2 * 0.25) - (2 * 0.083)
C„„„„„=C„=2-LJ{L„, + 2.LJ =
2 * 0 46 / (2 08 -I- 2 * 0 46)
^V-hnllom ~ ^yh ~ Q) ' ^yc 0 ~ ) ' ^yf
0.31 * 65.93 +(1 - 0.3 0*55
F =F
ya yci-lop
2.08
0.31
58.39
= 1.03 in.
= 0.16
yi •• 2.3
= 1.43 2.87
i • 2 54
" 1.181 < 1.2
2.634
= 3.012 <7 0K ' A: 4.7
1.639
= 65.93 t: 0.083
! • 0.25
= 60.14 '\Fy-. 55
fc 65
\ E\ 29000
= 55.27 TopFlange: TopFlange: 1.7
BottomFlange: 2 75
WehDepth: 5 5
60.14 60.14
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SHEET NO. 14
CALCULATED BY RF
DATE 4/11/2013
DETERMINE ALLOWABLE CAPACITY FOR BEAM PAIR
Check Bending Capacity
M,,.„,,,=<l>-M„=W.L-Q-Rji
Q = LRFDLoadFactor = 1.2 • DL -p 1.4 • +1.4 • 0.125 • FZ
forDL = 2%qfPL
Q= 12 * 0 02+14+1.4 * 0 125 = 1.599
R„,=\-[{2.F-L)/{6-E-Ib + 3-F-L)] =
I-((2 * 150 * 108)/((6 * 29000 * 4.7)+ (3 * 150 * 108))) = 0.96
If^ = 0.95
^•M,,=^-Fya-S,= 0.95 * 60.14 *1639 = 93.64 in
M„„=fT/.Z-(l-i?J/8 =
9037 * 0 5 * 108 * (1- 0.96)/ 8 = 2440 in/lb
W =(/)-M „•%•{# of Beams)/{L • R„, • Q.) =
93.64 * 8 * 2/(108 * 0.96 * 1 599) * 1000 = 9037 lb/pair
Check Deflection Capacity
R,=\-{4-F-L)/{5-F-L + \0'E-1,)^
1-(4 * 150 * 108)/((5 * 150 * I08) + (10 * 29000 M.7)) = 0.96
A,,={5-W-L')/{384-E-],)
Z/180 = (5 • 1^ • Z' • R, )/(3 84-E-I„4 of Beams)
((5 * 9037 /2000 M08'^3)/(384 * 29000 * 4.7))* 0.96 = 0.52
W = {3S4-E-F2)/(m-5-L'•R,) =
384 * 29000 * 4.7 * 2/(ISO* 5 *(I08'"2)* 0,96)* 1000 = 10387 lb/pa
yi • 2.3
yi • 2.87
y^ • 2.54
y^c-2 634
J.C-4.7
Sc-1 639
t: 0.083
r: 0.25
55
ic 65
E: 29000
TopFlange: 1.7
BottomFlange: 2.75
WebDeplh: 5 5
Allowable Load = 9037 lb/pair
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CALCULATED BY
DATE
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LOWES
15
RF
4/11/2013
ALLOWABLE AND ACTUAL BENDING MOMENT AT EACH LEVEL
^"^C om ^Allow.XmmiL -S,*F, M,,.,, = m'/s M„,,,„^ = m,,,„, *//8 M,, , = ^"^C om ^Allow.XmmiL -S,*F,
Level Msiauc •^Allow.Slalic Seismic ^ Allow.Seismic Result
1 54972 122000 8422 54087 ': GOOD
2 54972 122000 7022 54087 GOOD
3 54972 122000 4837 54087 GOOD
4 54972 122000 2454 54087 GOOD
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LOWES
LOWES
SHEET NO. 16
CALCULATED BY RF
^^^^ 5/29/2013
BEAM TO COLUMN ANALYSIS : TYPE A
CONNECTION CAPACITY DEPENDS ON THE FOLLOWING PARAMETERS-
1 SHEAR CAPACITY OF PIN
PinDiameter - 0.438/«.
F.. = 55000 PSI
AT LEVEL 1
^shca, =DiameterClL
P -0 4. F • A
J .Shear ^^'^ ' v Shear
0.1507 in'^2
0.4 X 55000 X 0 1507 m'^2 3315 lbs
2 BEARING CAPACITY OF PIN
ColumnThickness = 0 12
Z;, = 65000PSI
Q = 2.22
« = 2.22
P/iearmK = " Col .Thickncss j Q = 2.22 X 65000 X 0.438 X 0.12 / 2 22
3 MOMENT CAPACITY OF BRACKET
Edge Dist . = \.OIn.
PinSpacing = 2 In
F. = 55000 PSI
3416 lbs
C= P,+P,+P,
T,„^=0.n9In.
S,„^=0\21In'
^Capacilv ~ Sciip ' F^
= i^+/^(l5/4.5)+i^(.5/4.5) = PI X 1.667
'lip Bending 0 127 In^3 X 66XFy = 4610 in-lb
C-d = M^^^^,„^= 1 667 P^.d 3"
d = EdgeDisl/2 = 0.5
^uip Capacity/( 1.661 -d) = 4610/(1.667 X 0.5)= 5531 lbs
MINIMUM VALUE OF Pl GOVERNS
P = 3315 lbs
t?=7ga
- 1-5/6" -)f
' I
Conn-Allow [P,*4.5]+[P, *(0.5/4 5)*0.5]
19706in-lb > 8422in-lb OK
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SHEET NO. 17
CALCULATED BV RF
DATE 4/11/2013
TRANSVERSE ANALYSIS; BRACING:
IT IS ASSUMED THAT THE LOWER PANEL RESISTS THE FRAME SHEAR IN TENSION AND COMPRESSION.
IF HORIZONTAL AND DIAGONAL MEMBERS ARE THE SAME, ANALYSIS WILL BE DONE ON THE
DIAGONAL MEMBER AS IT WILL GOVERN.
DIAGONAL BRACING . COMPRESSION MEMBER
Ldiag = 7(Z-6)' +{D-{2- BCol)f = jsj-
Virans • LDiag Vdiag =
k-l
rMin
F. =
d
(1 X 55.3173)/(0 485)
n'e
k-l
rMin I
F„
' 2
F =F
It c
= 1300 lbs
114.1 In
= 22001.8 PSI
27500
' Pma«
= 22001.8 PSI
SIDE ELEVATION
Panel Height (L) = 42 In
Panel Depth (D) = 48 In
Column Depth (B) = 3 In
Clear Depth (d) = (D | 2*B) = 42
P, = Area-F„ 7349 lbs
Qc = 1.92
P
P = "
" Qc
3828 lbs
Brace Stress = VDiag
P. 0.34 < 1 (34 %)
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CALCULATED BV
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LOWES
18
RF
4/11/2013
POST-INSTALLED ANCHOR ANALYSIS PER ACI 318 S APPENDIX D
Assumed cracked concrete application
Anchor TvPe
ICC Report Number
Slab Thickness
Min. Slab Thickness {h^.^^^)
Concrete Streneth (f\)
Diameter {d^^
Nominal Embedment {h„„„,)
Effective Embedment [h^i)
Number of Anchors {n)
e'N
eT
From ICC ESR Report
Ae
r
I Ufa
C
mm
= Hilti Kwik BoU TZ (KB-TZ) 1/2" dia, 3.25" hef, 6" min slab
= ESR-1917
= 6 in
= 6 in.
= 4000 in
= 0.5
= 3.5 in
= 3.25 in.
4 in
0 in.
0 101 in.sq.
106000 psi
2 375 m
2 375 in
7.5 m
4915 lbs
Tension Capacity
Shear Capacity
2021 lbs
2753 lbs
0.75
0.75
\.5.h^, = 4.88 in
= 6 4 875 in
Ca2 = 12 W«t;C„2_„,/^ = 4.875 in
3-V = 9 75 in
5| = 4 in = 4 in.
= 0 m. ^-'^eS^^,^,^ = 0 m.
A
V
1 .SCgl Sl 1 bCa'J
Adj. Strength
1515 lbs
2065 lbs
ASD Value
Conversion Factor 1 4
1546 lbs
1475 lbs
SEIZMIC =i]
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MATERIAL HANDLING ENGINEERING SHEET NO. 19 1
TEL • (909)869 - 0989 FAX (909)869 - 0981 CALCULATED BV RF
161 ATLANTIC STREET, POMONA, CA 91768 DATE 4/11/2013:
ANCHOR ANALYSIS
TENSION STRENGTH
Steel Strength D.5.1
^ = 0.75 D.4.3. a) i)
^yV,„ = (Z*«4s..^« (0.75 * 2 * 0.101 * 106000) = 8030 lbs D-2
Concrete Breakout Strength <I)N^i,^. D.5.2
^ = 0.65 D.4.3 c) il) Condition B CateRory 1
AN. = (QI a.lj + S,,acl, +1 )• (C„2,„/; + S^^^,,j + 1 .5\,f ) = 134.0625 in.sq.
^M«=9/z^V = 95.0625 1
Check if - ^NCI^NU, =1.41
y^cc.N = 1 D.5 2.4
1
yCd.N = 1 D 5 2 5
yc.N = 1 ; D.5.2,6
= 17 D522
K = 1
Nh=kMf'y'{K)' = 6299 lbs D-6
; D.5 2.7
i
(l>Nu„ = 'PUNC I^NCO tyc. ,N \yC',i.N \yc,N IVCP.N X^I> ) \ D.5.2.1
(0.65 * (134 0625/95.0625) + i * l * i * 1 * 629= 5774 lbs 1
Pullout Stength ^^p„ D.5.3
^ = 0.65 D.4.4 c) li) Condition BCateeor\' 1
^c,,, = 1 '; D.5 3 6
<l>^pn =^ ^yC.p^P.C, (./''c/2500)'" (0.65 * 1 * 2 * 4915 (4000/2500) '"0.5) = 4041 lbs D 5.3.1
1
Steel Strength (^iV^J 8030 lbs
\
Embedment Strength - Concrete breakout strength 5774 lbs
Embedment Strength - Pullout strength {^N) 4041 lbs
1
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DATE
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LOWES
20
RF
4/11/2013
ANCHOR ANALYSIS
SHEAR STRENGTH
Steel Strength ^F,,,
Steel Strength (i^V^J 8351 lbs
Embedment Strength - Concrete breakout strength [i^V^,,^,) 5506 lbs
Embedment Strength - Pryout strength {^V^,,) 12436 lbs
D.6.1
D 4.3 a) li)
</> = 0.65 D-28
= ^n • 0.6/l^,./;„„ (0 65 * 2 * 0.6 * 0 101 * 10 = 8351 lbs
Concrete Breakout Strength i/iVcbg D.6.2 Concrete Breakout Strength i/iVcbg
D 4.3 c) i) condition B
<t> = 0.7
= (1 -S^V,, + +1.5c„, )h„ = 132 in.sq.
A-u, = '^^a\K = 108 in.sq.
Check if A'c-'^A-c, A/c / A'co = 1.22
yCc.v = 1
D 6.2.5
D.6.2.6
yc.i.- = 1 D6.2 7
y^h.v = 1.22 D.6.2.8
da = 0.5 in.
A' = 1 in.
D.6 2.2
A' = 1 in.
4 = 1
D.3 6
^h = the smaller of'^ih/daT'{daT^'^aif'cJ^'^a\\nd ^\if',) ' = 5285 lbs D-33, D-34
(l>y.h, = AAC 1 A'.„ \yCc.v lyc.n \yc.v \yc,.v \Vh) D.6.2.1
(0.7 * 1.22 * 1 * 1 * 1 * 1.22 * 5285) * 1 = 5506 lbs
Concrete Pryout Stength cjjV^^^ D.6.3
<!> = 0.7 D4 3 c) i) Condition B
cp D,6.3.1
^ch!i= 8883 lbs
^Kpii = ^^cp^chii (0.7 * 2 * 8883) = 12436 lbs D.6.3.1
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LOWES
LOWES
SHEET NO. 21
CALCULATED BV RF
DATE 4/11/2013
BASIC LOAD COMBINATIONS
y = 987 lb
Irons
Product Load/2 (PL) = 8000 Ib
V = 658 Ib
long
Dead Load/2 (DL) = 200 lb
,<? = ,0 707
Seismic Load (EL) = 5565 Ib
BASIC LOAD COMBINATION
i. DL
1.0 * 200 = 200 Ib
2 DL + PL + LL + (Lr or SL or RL)
200 + 8000 + 0 + 0 = 8200 lb
3: (0 6 * DL) + (0 75 * 0.6 * PLapp) - (0.75 * WL)
(0.6 * 200) + (0.75 * 0.6 * 5360) + (0.75 * 0) = 2532 Ib
3: ((0.6 - (0.11 * Sds)) * DL) + (0.75 * (0,6 - (0 14 * Sds)) * PLapp) - (0.75 * 0.67 EL)
(0 6 - (0 1 1 * 0 707)) * 200 + (0.75 * (0.6 - (0.14 * 0.707))) * 5360 - (0.75 * 0 67 * 5565) = -678 lb
4: DL + (0.75 * PL) + LL + (Lr or SL or RL) + (0.75 * WL)
200 + (0.75 * 8000) + 0 + 0 + (0 75 * 0) = 8200 Ib
4- (1 + (0 1 1 * Sds)) * DL + (0.75 * (1 + (0.14 * Sds) * PLapp) + (0.75 * 0.67 * EL)
(I + (0.11 0 707)) * 200 + (0 75 * (1 + (0.14 * 0.707))) * 8000 + (0.75 * 0.67 * 5565) = 9606 Ib
5. DL + LL + (0.5 * (SL or RL)) + (0.88 * PL) + IL
200 + 8000 + (0.5 * 0) + (0.88 * 8000) + 2000 = 9240 Ib
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RF
4/11/2013
OVERTURNING ANALYSIS :
FULLY LOADED
Total Shear = 987 lbs
Mo.,=yin,in-Ht
M,„„ = 987 X 136
M, -5](^f^,+.85>FZ)z)-c//2
= (16000+(.85 X 400)) X 48/2
134232 in/lb
392160 in/lb
P lIpLip
P.
d
_1(AZ„,+Mj
MaxOomi
(134232 -392160)/48
-5373 lbs. Puplifl <= 0 No Up Lift
= (134232 +392160)/48
= 10967 lbs.
TOP SHELF LOADED
Shear
M
M
391 lbs
M =V -Ht
^ OVI ' top '
= 391 X (180 + ((42 - 10)/2))
M , (4000 +f.85 X 400)) X 48 12
76560 in/lb
104160 in/lb
(76560 - 104160)/48
-575 lbs. Puplifl<=0 No up Lift
W
-D-
P uplift
CROSS AISLE ELEVATION
P
Vpl-ill
ANCHORS
No of Anchors • 2
Pull Out Capacity : 1546 Lbs.
Shear Capacity . 1475 Lbs,
COMBINED STRESS
Fullv Loaded = (0 / 1546 X 2))+ ((987 /2)/(1475 X 2)) = 0 17
Tov Shelf Loaded = (0 / (1546 X 2))+ ((391 /2)/(1475 X 2)) = 0.07
Seismic UpLift Critical fLC#3) = ((678 / 1546 X 2))+ ((987 /2)/(1475 X 2))) / 1 2 = 0.32 Sec 4.22 ESR-1917
USE 2 Hllti Kwik Bolt TZ (KB-TZ) 1/2" dia, 3 25" hef, 6" min. slab Anchors per
Baseplate
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CALCULATED BV Rp
DATE 4/11/2013
BASE PLATE ANALYSIS :
THE BASE PLATE WILL BE ANALYZED WITH THE RECTANGULAR STRESS RESULTING FROM THE VERTICAL
LOAD P, COMBINED WITH THE TRIANGULAR STRESSES RESULTING FROM THE MOMENT Mb (IF ANY),
THERE ARE 3 CRITERIA IN DETERMINING Mb THEY ARE 1 MOMENT CAPACITY OF THE BASE PLATE,
2. MOMENT CAPACITY OF THE ANCHOR BOLTS, AND 3 Vcol*h/2 (FULL FIXITY) Mb IS THAT SMALLEST
VALUE OBTAINED FROM THE 3 CRITERIA ABOVE.
M Hav
P P i ol
A D-B
M,.
fh =
fh2--
8200 lbs
7568 in/lb
D-B^/6
2-h
•fh B
fh\ ~ fh ~ fh2
Base Plale Width (B)
Base Plate Depth fD)
Base Plate Thickness ft)
6 in
6 in
h
bl
= 0.375 in Fy(base) =
3 ill
1.5 in
36000 PSI
227.8 PSI
= 210.2 PSI
105.11 PSI
105.11 PSI
ifTl
1
+ bl
wb^ _ b^ •[/. + /;„+-67/;,,]
S Husc —
l-C
F = 75F
'Base •'•^'^y
f ^ M„
F S • F
' h '-'lime ' Iktsa
= 453.33 in/lb
0.02 in/cb
= 36000 PSI
= 0.53 <= 1 OK J 1 ft.1
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SHEET NO. 24
CALCULATED BV RF
DATE 4/11/2013 Ks
SLAB AND SOIL :
THE SLAB WILL BE CHECKED FOR PUNCTURE STRESS IF NO PUNCTURE OCCURS, IT WILL BE ASSUMED TO
DISTRIBUTE THE LOAD OVER A LARGER AREA OF SOIL AND WILL ACT AS A FOOTING
PUNCTURE
P 8200 lbs 134232 in-lb
p^^^^^ = (l .2 + 0.2Sds)-DL + (0.85 + {).2Sds)-PL +1 .OEL 13764 lbs
F. panel
C ^ 0 A
-t-
3 3^,
2.66-^--V/c <
f P
J V max
F ~ A -F
V mmu I
= 100.94 PSI
= 288 sq. in.
= 0.47
punci
SLAB CHECK
[—- = 474.341649025257
,f>P„=^-L72-{{k^-rJeJ-lO' +3.6)- f, -t^ = 70775 lbs.
d, req' d = ^(^i,.-,. /((^^ • 1 -72 • ({k^ -rJ e^)-]0'+3.6)- f\)) = 2.65 in.
h-'^{erd,req'd' /(l2-{\-'JC^ = 18.37
b,reg'd = 2-b = 36.74 in.
(Grav. - seis. critical)
FOOTFNG
B = 6 m
W = 6 in
t/ = 48 m
CONCRETE
b = 1 5 ;< Radius
.f'c
1
X
e.
4000 PSI
6 m
06
0.6
50 pci
3
3604996.53259
SOIL
fsoil = 1000 PSF
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FOR
SHEET NO.
CALCULATED BY
DATE
LOWES
LOWES
25
RF
4/11/2013
CANTILEVER RACK ANALYSIS:
PROJECT SCOPE
THE SUPPORT STRUCTURE SHALL BE ANALYZED WITH RESPECT TO THE REQUIREMENTS SET FORTH IN THE 2010
CALIFORNIA BUILDING CODE THE STRUCTURAL COMPONENTS SHALL BE ANALYZED WITH RESPECT TO THE
MOST CRITICAL CONFIGURATIONS OF LOADS RESULTING FROM STATIC AND LATERAL FORCES
SPECIFICATION
COLUMN STEEL- 50,000 PSI
ARM STEEL- 50,000 PSI
BASE STEEL- 50,000 PSI
BOLTS- GR 5 OR SIMILAR
SLAB-6 IN* 4000 PSI
SOIL- 1000 PSF
SEISMIC FORMULA- Cs x W
(SECTION 1613 OF THE 2007 CBC)
CONFIGURATION
# LEVELS= 4
ARM LENGTH= 54 IN
LUARM= 1,800 LB
DL/ARM= 35 LB
SUMMARY OF RESULTS i
ARM COLUMN LONGITUDINAL BRACE
TYPE= S4x7,7
STRESS= 75%/OK
TYPE= W8x18
STRESS (S)= 60%/OK
STRESS (D)= 56%/OK
TYPE= L1-1/2x1-1/2x3/16
STRESS= 35%/OK ;
CONNECTION = BOLTED 1
O75"0 GR|5B0LT
STRESS= 43%/OK 1
ARM CONNECTION
TYPE= W8x18
STRESS (S)= 60%/OK
STRESS (D)= 56%/OK
TYPE= L1-1/2x1-1/2x3/16
STRESS= 35%/OK ;
CONNECTION = BOLTED 1
O75"0 GR|5B0LT
STRESS= 43%/OK 1
# BOLTS= 2
BOLTTYPE= GR 5
STRESS= 49%/OK
BASE
TYPE= L1-1/2x1-1/2x3/16
STRESS= 35%/OK ;
CONNECTION = BOLTED 1
O75"0 GR|5B0LT
STRESS= 43%/OK 1
# BOLTS= 2
BOLTTYPE= GR 5
STRESS= 49%/OK
TYPE= W8x18
STRESS (S)= 56%/OK
TYPE= L1-1/2x1-1/2x3/16
STRESS= 35%/OK ;
CONNECTION = BOLTED 1
O75"0 GR|5B0LT
STRESS= 43%/OK 1
# BOLTS= 2
BOLTTYPE= GR 5
STRESS= 49%/OK
TYPE= W8x18
STRESS (S)= 56%/OK ANCHORS
TYPE= HILTI KB TZ
SIZE= (2) 0 625"x4" EMBED PER BASE
STRESS (S)= 2%/OK !
STRESS (D)= 56%/OK
TYPE= HILTI KB TZ
SIZE= (2) 0 625"x4" EMBED PER BASE
STRESS (S)= 2%/OK !
STRESS (D)= 56%/OK
MATERIAL HANDLING ENGINEERING
TEL (909) 869-0989 • FAX (909) 869-0981
161 ATLANTIC STREET • POMONA, CA91768
PROJECT
FOR
SHEET NO.
CALCULATED BV
DATE
LOWES
LOWES
26
RF
4/11/2013
LOADS AND DISTRIBUTION:
SYSTEM TYPE= SINGLE & DOUBLE SIDED
V = CsxW
= 0 8Si / (R/l)
Ss= 1 06
Fa = 1 08
S1 = 0.625
Fv = 1 5
1= 1 00
R= 3
V-coeff = 0BSi/(Rx1,4)
= 0.119
LL/ARM= 1,800 LB
DL/ARM= 35 LB
< PER SECTION 15 4 ASCE 7-05 FOR S1>0 6g
< PER SECTION 15 4 ASCE 7-05, TABLE 15 4-2 FOR DISTRIBUTED MASS CANTILEVER
n=# OF LEVELS= 4
Vtotal(sgl ) = 0 119 x 1835 LB X 4 LVLS
= 874 LB
Vtotal(dbl.) = 0 119 X 1835 LB X 4 LVLS x 2 SIDES
= 1,747 LB
LEVEL
H1
H2
H3
H4
Hx
52 IN
92 IN
132 IN
172 IN
Wx
1,835 LB
1,835 LB
1,835 LB
1,835 LB
XFn=V/Frame=
Hx Wx
95,402 IN-LB
168,788 IN-LB
242,174 IN-LB
315,560 IN-LB
821,923 IN-LB
1 (SINGLE LOAD
101 LB
179 LB
257 LB
335 LB
874 LB
Fl (DOUBLE LOAD)
203 LB
359 LB
515 LB
671 LB
1,747 LB
SINGLE SIDED XFn*Hn=Mseis-sgl= 113,449 IN-LB
DOUBLE SIDED IFn*Hn=Msels-dbl= 226,898 IN-LB
MATERIAL HANDLING ENGINEERING
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PROJECT
FOR
SHEET NO.
CALCULATED BY
DATE
LOWES
LOWES
27
RF
4/11/2013
ARM ANALYSIS:
DCHECK BENDING
LL+DL=W= 1,835 LB
Marm= W * L/2
= 1834 65 LB*(54IN)/2
= 49,536 IN-LB
Fb= [(2/3) - (Fy*L/r(T)'^2/(1 53X10'^6*Cb)]*Fy < 0 6*Fy
= [(2/3)-(50 KSI*(84.4)''2*1)/(1 53X10^6*1 )]*50 KSI
= 21,691 PSI
Fb-eff= 21,691 PSI
fb= M/S
= 49535 55 IN-LB/3.04 IN'^S
= 16,295 PSI
fb/Fb= 0.75 < 1.0 OK
2) CHECK DEFLECTION
DEFLECTION= WL^3/8EI
= 0 205 IN
ALLOWABLE DEFLECT10N= L/180
= 0 300 IN
[ B 1
OK
3) CHECK CONNECTION
CHECK EFFECT OF ARM MOMENT ON BOLTED CONNECTION
BOLT DIAM= 0 750 IN
# BOLT= 4
Ft= 42,000 PSI
Fu= 65,000 PSI
(EARING PLATE
THICK =tmin= 0 193 IN
PI IS MINIMUM OF DOUBLE SHEAR AND BEARING CApMlT'^'
^ i_
TENSION CAP= FfB0LTAREA*2 ' ' '~
= 42000 PSI*(0 75 IN)'^2*(n/4)*2
= 37,110 LB
BEARING CAP= Fu*BEARING AREA*2
= 65000 PSrO 75 IN*0 193 IN *2
= 18,818 LB
P1= 18,818 LB
Mcap= PI * Dl * 1 33
= 100,363 IN-LB OK
ARM S4x7 7
A=
B=
ly=
Sx=
Fy=
Lmax=
Lunsup=
r(T)=
4 0 IN
2 66 IN
6 080 INM
3 040 IN'^3
50,000 PSI
54.0 IN
54 0 IN
0 64
D1= 40 IN
MATERIAL HANDLING ENGINEERING
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161 ATLANTIC STREET • POMONA, CA 91768
PROJECT
FOR
SHEET NO.
CALCULATED BY
DATE
LOWES
LOWES
28
RF
4/11/2013
COLUMN ANALYSIS:
1) STATIC LOADS
SINGLE SIDED
Pmax= # LVLS x ARM LOAD
= 7,339 LB
Mstatic= lARM MOMENTS
= # LVLS x W x (L/2+A/2)
= 4 X 1834 65 LB x (54 IN/2 -)- 8 lN/2)
= 227,497 IN-LB
(kl/r)x= 2.1 X 172 IN/3.43 IN
= 105 31
(kl/r)y= 1 X 60 IN/I 23 IN
= 48 78
(kl/r)max= 105 31
Cc = (2n'*2E/Fy)'^0.5
= 107.9
SINCE (KL/r)max < Cc, USE EQTN E2-1
CHECK INTERACTION EQTN(S)
(H1.3):
COLUMN
Fa = f1-((kl/r)'^2/2Cc'^2)lFv TYPE= W8x18
5/3 + 3(kl/r)/8Cc - (kl/r)'^3/8Cc'^3 A= 8 00 IN
= 13,669 PSI B= 5 25 IN
Area= 5.26 IN'^2
fa= P/AREA lx= 61 90 INM
= 1,395 PSI Sx= 15 20 IN^S
rx= 3 43 IN
fa/Fa= 010 <015 ly= 7 97 INM
Sy= 3 04 IN'^3
fbx= M/S Fbx= 0.6Fy ry= 1.23 IN
= 14,967 PSI 30,000 PSI Fy= 50,000 PSI
Kx= 2 1
F'ex= (12*Tr'^2*E)/(23*(KL/rx)'^2) Ky= 1 0
= 13,466 PSI Lx= 172 IN
Ly= 60 IN
fb/Fb= 0 50 (1-fa/F'e)= 1 00 Cm= 0 85
fa/Fa -I- fb/Fb= 0.60 < 1.0 OK
2) CHECK EFFECT OF SEISMIC LOAD
Mseis-sgl= 113,449 IN-LB <=== SEE LOADS & DIST SHEET
fb= (Mstatic+Mseismic)/Sx
= (227497 IN-LB -f 113449 IN-LB)/15.2 IN'^3
= 22,431 PSI
CHECK INTERACTION EQTN(S),
(H1-3): fa/Fa •^ fb/Fb= 0.64 <1.0 OK
MATERIAL HANDLING ENGINEERING
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161 ATLANTIC STREET • POMONA, CA 91768
PROJECT LOWES
FOR LOWES
SHEET NO. 29
CALCULATED BY RF
DATE 4/11/2013
COLUMN ANALYSIS: DOUBLE SIDED, SINGLE SIDE LOADED
1) STATIC LOADS
Pmax= # LVLS x ARM LOAD
= 7,339 LB
Mstatic= lARM MOMENTS
= # LVLS X W x (L/2-t-A/2)
= 4 x 1834 65 LB x (54 IN/2 + 8 IN/2)
= 227,497 IN-LB
(kl/r)x= 2 1 x172 IN/3 43 IN
= .105 31
(kl/r)y = 1 x 60 IN/I 23 IN
= 48.78
(kl/r)max= 10531
Cc = (2TT'^2E/Fy)''0 5
= 107 0
SINCE (KL/r)max < Cc, USE EQTN E2-1
Fa •• [1-((kl/r)''2/2Cc^2)1Fv
5/3 + 3(kl/r)/8Cc - (kl/r)'>3/8Cc'*3
= 13,454 PSI
fa= P/AREA
= 1,395 PSI
fa/Fa= 0 10 <0 15
fbx= M/S
= 14,967 PSI
F'ex= (12*Tr'^2*E)/(23*(KL/rx)'^2)
= 13,466 PSI
Fbx= 0 6Fy
= 30,000 PSI
fb/Fb= 0 50
CHECK INTERACTION EQTN(S)
(HI-3):
(1-fa/F'e)= 1.00
COLUMN
TYPE= W8x18
A= 8 00 IN
B= 5.25 IN
Area= 5.26 IN'^2
lx= 61 90 INM
Sx= 15 20IN'^3
rx= 3 43 IN
ly= 7 97 INM
Sy= 3 04 IN'^S
ry= 1 23 IN
Fy= 50,000 PSI
Kx= 2 1
Ky= 1 0
Lx= 172 IN
Ly= 60 IN
Cm= 0 85
fa/Fa + fb/Fb= 0.60 < 1.0 OK
2) CHECK EFFECT OF SEISMIC LOAD
Mseis-sgl= 113,449 IN-LB <=== SEE LOADS & DIST SHEET
fb= (Mstatic+Mseismic)/Sx
= (113449 IN-LB + 227497 1N-LB)/15 2 IN'^S
= 22,431 PSI
CHECK INTERACTION EQTN(S)
(H1-3): fa/Fafb/Fb= 0.64 < 1.0 OK
MATERIAL HANDLING ENGINEERING
TEL (909) 869-0989 • FAX (909) 869-0981
161 ATLANTIC STREET • POMONA, CA 91768
PROJECT
FOR
SHEET NO.
CALCULATED BY
DATE
LOWES
LOWES
30
RF
4/11/2013
COLUMN ANALYSIS: DOUBLE SIDED, BOTH SIDES LOADED
1) STATIC LOADS
Pmax= # LVLS x ARM LOAD x 2
= 14,677 LB
Mstatic= I:ARM MOMENTS
= 0 IN-LB
(kl/r)x= 2 1 x 172 IN/3 43 IN
= 105 31
(kl/r)y= 1 X60 IN/1.23 IN
= 48 78
(kl/r)max= 105 31
Cc = (2TT'>2E/Fy)'^0 5
= 107.0
SINCE (KL/r)max < Cc, USE EQTN E2-1
Fa: [•1-((kl/r)^2/2Cc^2)1Fv
5/3 + 3(kl/r)/8Cc - (kl/r)''3/8Cc''3
13,454 PSI
fa= P/AREA
= 2,790 PSI
fa/Fa= 0 21 >0 15
fbx= M/S
= 0 PSI
F'ex= (12*TT'^2*E)/(23*(KL/rx)'^2)
= 13,466 PSI
Fbx= 0 6Fy
= 30,000 PSI
fb/Fb= 0 00
CHECK INTERACTION EQTN(S)
(1-fa/F'e)= 0.79
(H1-1):
(H1-2):
2) CHECK EFFECT OF SEISMIC LOAD
Mseis-dbl= 226,898 IN-LB <=== SEE LOADS & DIST SHEET
COLUMN
TYPE= W8x18
A= 8 00 IN
B= 5.25 IN
Area= 5 26 IN'>2
lx= 61 90 INM
Sx= 15 20 IN'^3
rx= 3 43 IN
ly= 7 97 INM
Sy= 3.04 IN'^3
ry= 1 23 IN
Fy= 50,000 PSI
Kx= 2 1
Ky= 1 0
U= 172 IN
Ly= 60 IN
Cm= 0.85
fa/Fa + Cmx * fbx/[Fbx * (1 -fa/F'ex)] = 0.21 < 1
fa/0.6Fy + fb/Fb = 0.09 <1
0 OK
0 OK
fb= (Mstatic+Mseismic)/Sx
= (226898 IN-LB + 0 IN-LB)/15 2 IN'^3
= 14,927 PSI
CHECK INTERACTION EQTN(S)
(H1 -1): fa/Fa + Cmx * fbx/[Fbx * (1 -fa/F'ex)] =
fa/O.BFy fb/Fb =
0.56
0.36
< 1
< 1
0 OK
0 OK
MATERIAL HANDLING ENGINEERING
TEL (909) 869-0989 • FAX (909) 869-0981
161 ATLANTIC STREET • POMONA, CA91768
PROJECT
FOR
SHEET NO.
CALCULATED BY
DATE
LOWES
LOWES
31
RF
4/11/2013
OVERTURNING: SINGLE SIDED RACK
1) CHECK FULLY LOADED CASE
V= 874 LB
Movt= XFn*Hn
= 113449 IN-LB
= 113,449 IN-LB
<=== SEE LOADS & DIST SHEET
Mst= (WDL + WLL) * L/2
= 7339 LB * 56 IN/2
= 205,492 IN-LB
Puplift= (Movt-Mst)/d
= (113449-205492)/56 IN
= -1,644 LB NO TENSION ON ANCHOR
9inF \/lF\A/
IDL=4*34 65 LB=WDL= 139 LB
ZLL=4*1800 LB=WLL= 7,200 LB
Lbase= 62 IN
e= 3 0 IN
d= 56 0 IN
L= 54 IN
Hn= 172 0 IN
TOTAL # OF ANCHORS/BASE= 2
# OF ANCHORS PER END= 1
ANCHOR PULLOUT CAPACITY= 2,886 LB
ANCHOR SHEAR CAPAC1TY= 4,678 LB
CHECK COMBINED STRESS
(0 LB/2886 LBj'^S/S + (437 LB/4678 LB)'^5/3 : 0.02 < 1.0 OK
USE (2) HILTI KB TZ ANCHORS PER BASE
MATERIAL HANDLING ENGINEERING
TEL. (909) 869-0989 • FAX (909) 869-0981
161 ATLANTIC STREET • POMONA, CA91768
PROJECT
FOR
SHEET NO.
CALCULATED BY
DATE
LOWES
LOWES
32
RF
4/11/2013
OVERTURNING:
1) CHECK FULLY LOADED CASE
V= 874 LB
Movt= IFn*Hn
= 113449 IN-LB
= 113,449 IN-LB
DOUBLE SIDED RACK/SINGLE SIDE LOADED
<=== SEE LOADS & DIST SHEET
Mst= (WDL -I- WLL) * L/2
= 7477 LB* 110 IN/2
= 411,235 IN-LB
Puplift= (Movt-Mst)/d
= (113449-411235)/110 IN
= -2,707 LB NO TENSION ON ANCHOR
.qinF \/IFW
XDL=8*34 65 LB=WDL= 277 LB
ZLL=4*1800 LB=WLL= 7.200 LB
Lbase= 116 IN
e= 3 0IN
d= 1100IN
L:^ 54 IN
Hn= 172.0 IN
TOTAL # OF ANCHORS/BASE= 2
# OF ANCHORS PER END= 1
ANCHOR PULLOUT CAPACITY= 2,886 LB
ANCHOR SHEAR CAPAC1TY= 4,678 LB
CHECK COMBINED STRESS.
(0 LB/2886 LB)''5IZ * (437 LB/4678 LB)'^5/3 •• 0.02 < 1.0 OK
USE (2) HILTI KB TZ ANCHORS PER BASE
MATERIAL HANDLING ENGINEERING
TEL (909) 869-0989 • FAX (909) 869-0981
161 ATLANTIC STREET • POMONA, CA91768
PROJECT
FOR
SHEET NO.
CALCULATED BV
DATE
LOWES
LOWES
33
RF
4/11/2013
OVERTURNING:
1) CHECK FULLY LOADED CASE
V= 1,747 LB
Movt= IFn*Hn
= 226898 IN-LB
= 226,898 IN-LB
DOUBLE SIDED RACK/BOTH SIDES LOADED
• SEE LOADS & DIST SHEE
Mst= (WDL + WLL) * Lbase/2
= 14677 LB * 110 IN/2
= 807,235 IN-LB
Puplift= (Movt-Ms1)/d
= (226898 -807235)/110 IN
= -5,276 LB NO TENSION ON ANCHOR
^inF VIFW
ZDL=8*34 65 LB=WDL= 277 LB
ILL=8*1800 LB=WLL= 14,400 LB
Lbase= 116 IN
e= 3 0 IN
d= 1100 IN
L= 54 IN
Hn= 172 OIN
TOTAL # OF ANCHORS/BASE= 2
# OF ANCHORS PER END= 1
ANCHOR PULLOUT CAPACITY= 2,886 LB
ANCHOR SHEAR CAPAC1TY= 4,678 LB
CHECK COMBINED STRESS
(0 LB/2886 LB)'^5/3 + (874 LB/4678 LB)'^5I3 = 0.06 < 1.0 OK
USE (2) HILTI KB TZ ANCHORS PER BASE
MATERIAL HANDLING ENGINEERING
TEL (909) 869-0989 • FAX (909) 869-0981
161 ATLANTIC STREET • POMONA, CA 91768
PROJECT
FOR
SHEET NO.
CALCULATED BY
DATE
LOWES
LOWES
34
RF
4/11/2013
BASE ANALYSIS:
1) CHECK STATIC LOADS
Mbase= 227,497 IN-LB
fb= Mbase/Sx
= 227496 6 IN-LB/15 21 IN'^3
= 14,957 PSI
Fb= 0 6*Fy
= 30,000 PSI
fb/Fb = 0.50 < 1.0 OK
1) CHECK COMBINED STATIC AND SEISMIC LOADS
Mbase= 340,945 IN-LB
fb= Mbase/Sx
= 340945 365306122 IN-LB/15 21 IN'^3
= 22,416 PSI
Fb= 0 6*Fy
= 30,000 PSI
fb/Fb: 0.75 < 1.33 OK
BASE
TYPE= W8x18
A= 8 00 IN
B= 5.25 IN
t= 0 230 IN
Sx= 15 21 IN'^3
Fy= 50,000 PSI
MATERIAL HANDLING ENGINEERING
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161 ATLANTIC STREET • POMONA, CA 91768
PROJECT
FOR
SHEET NO.
CALCULATED
DATE
BV
LOWES
LOWES
35
RF
4/11/2013
DOWNAISLE BRACE:
V/FRAME*1 5=V= 2,621 LB
Ldiag= [Y'^2 -i- D'^2]'^0 5
= 69 0 IN
Vdiag= V*Ldiag/D
= 2621 LB * 69 IN/34 IN
= 5,319 LB <=== TENSION (T) ON DIAGONAL
Tallow= AREA * 0 6 * Fy * 1 33
= 0,527 IN'^2 * 0 6 * 36000 PSI * 1 33
= 15,178 LB
T/Ta= 0.35
CHECK CONNECTION
< 1.0 OK
SHEAR CAPAC1TY= BOLT AREA * Fv * #BOLTS * 1,33
= (0.75 IN)'^2 *(TT/4)*21000 PSm 33
= 12,370 LB
CONN STRESS= 5319 LB/12370 LB
0.43 < 1.0 OK
1 V
r
L
X/
/ Vdiag / \
[
Y
-I
r
L
n r
J L
-1
J
' D >
FRONT VIEW
'-4
Y= 60 IN
D= 34 IN
BRACE: L1-1/2x1-1/2x3/16
BRACE AREA= 0 527 IN'>2
Fy= 36,000 PSI
BRACE CONNECTION
CONNECTION TYPE= BOLTED
BOLT DIAM= 0 750 IN
Fv= 21,000 PSI
#BOLT/END= 1 000
/-YI T"^SEIZMIC^/ >/'
INC. !^ ) \
/
, V
MATERI-XL H.\NDLI?^G R^TrlXEfRlNG
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SEIZMIC-
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PROJECT
FOR
SHEET NO.
CALCULATED BV
DATE
LOWES
LOWES
2
RF
4/11/2013
TABLE OF CONTENTS
TABLE OF CONTENTS & SCOPE
PARAMETERS
COMPONENTS & SPECIFICATIONS
LOADS & DISTRIBUTION
LONGITUDINAL ANALYSIS
COLUMN
BEAM
BEAM TO COLUMN
BRACING
ANCHOR ANALYSIS
BASIC LOAD COMBINATIONS
OVERTURNING
BASE PLATE
SLAB & SOIL
SCOPE: . •
THIS ANALYSIS OF THE STORAGE SYSTEM IS TO DETERMINE ITS
COMPLIANCE WITH THE APPROPRIATE BUILDING CODES WITH RESPECT TO
STATIC AND SEISMIC FORCES.
THE STORAGE RACKS ARE PREFABRICATED AND ARE TO BE FIELD
ASSEMBLED ONLY, WITHOUT ANY FIELD WELDING.
12
16
17
18-20
21
22
23
24
SEIZMIC'
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PROJECT LOWES
FOR LOWES
SHEET NO. 3
CALCULATED BV RF
DATE 4/11/2013
THE STORAGE RACKS CONSIST OF SEVERAL BAYS, INTERCONNECTED IN ONE OR BOTH DIRECTIONS, WITH THE
COLUMNS OF THE VERTICAL FRAMES BEING COMMON BETWEEN AND ADJACENT BAYS.
THE ANALYSIS WILL FOCUS ON A TRIBUTARY BAY TO BE ANALYSED IN BOTH THE LONGITUDINAL AND
TRANSVERSE DIRECTION
STABILITY IN THE LONGITUDINAL DIRECTION IS MAINTAINED BY THE BEAM TO COLUMN MOMENT RESISTING
CONNECTIONS, WHILE BRACING ACTS IN THE TRANSVERSE DIRECTION.
CONCEPTUAL DRAWING
Some components may not
be used or may vaiy.
TRIBUTARY AREA
LEGEND
I. COLUMN
2 BEAM
3. BEAM TO COLUMN
4. BASE PLATE
5. HORIZONTAL BRACING
6 DIAGONAL BRACING
7, BACK TO BACK CONNECTOR TRANSVERSE
LONGITUDIN.AL
NOTE: ACTUAL CONFIGURATION SHOWN ON COMPONENTS & SPECIFICATIONS SHEET
SEIZMIC
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PROJECT LOWES
FOR LOWES
SHEET NO. 4
CALCULATED BY RF
DATE 4/11/2013
COMPONENTS & SPECIFICATIONS ; TYPE A
ANAI,YSIS PER SECTION 2208 OF THE 2010 CBC SITE CLASS = D
Beam Elevalion
LEVELS = 4 H'^"^™ T^-r^, n W4
PANELS = 4
PRODUCT LOAD / LVL = 4000 lbs,
FlUME ITRIGIIT = 192 in.
F-RAME DEPT'H = 48 in.
BEAM LENGTH= 108 in.
SEISMIC CATEGORY = D
(Fii= 1, Ss= L06)
H2 = 48 in
H3 - 42 111
H4 = 42 111
V H4
H3
H2
H1
W2
VV
PiodiiclLoad/Lvl
Wl -4000 lbs
W2 =4000 lbs
W3 =4000 11K
W4 =4000 lbs
Y4
Y3
H
YS
YI
\
\
Panel Heights
YI = 42 m
Y2 - 42 m
Y3 - 48 in
Y4 " 30 m
D
COLUMN BEAM (ai Level 1 CONNECTOR (al Level 1
OK OK OK
3X3 X IIGA
Slcel = 55000 psi
Stress =50%
5 1/2" 13GA
Steel = 55000 psi
Max Static Capaaty = 9037 lb
Stress = 44%
Four Pin Connector
Stress = 24%
COLUMN BACKER BEAM (a) Level 2-F CONNECTOR @ Level 2+
OK OK
None
Stress '•
5 1/2" 13GA
Max Static Capacity = 9037 lb
Stress = 44%.
Four Pin Coiinecloi
Stress = 20%
BRACING BASE PLATE
OK
HORIZONTAL
2 1/4 X 1 1/2 X 0 067 (B-42)
Stress = 16%
OK
DIAGONAL
2 1/4X 1 1/2 X 0 067 (B-42)
Stress = 34%
OK
6 in X 6 in X 0.375 in
Steel = 36000 psi MBase = 7568 m Ib
Stress = 53%
SLAB & SOIL OK ANCHORS OK
Slab = 6" X 4000 psi
Soil Beanng Pressure = 1000 psf
Slab Puncture Stress = 47%
Slab Bending Stress = 19%
Hilli Kwik Bolt TZ (KB-TZ) ESR-1917
PuHoul Capacity = 1546 lbs Shear Capacity = 1475 lbs,
0.5" X 3 5" Mm Embed
No Of Anchors = 2 per Base Plate
Anchor Stress = 33%
SEIZMIC
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SHEET NO. 5
CALCULATED BY RF
DATE 4/11/2013
COMPONENTS & SPECIFICATIONS ; TYPE B
ANALYSIS PER SECTION 2208 OF TTIE 2010 CBC' SITE CLASS = D
Beam Elevation
HI =--% in
H2 = 48 in
I-n = 42 m
LEVELS = 3
PANELS = 4
PliODUCT LOAD / LVT. = 4000 lbs.
FRAME TIEIGIIT = 192 In.
FRAK/IE DEPTH = 42 in.
BEAM LENGTH= 102 in.
SEISMIC CATEGORY = D
(Fii = l, S.s = L06)
H3
H2
HI
W3
W 1
PiodiictLoad/Lvl
Wl =4000 lbs
W2 =4000 Ihs
W3 =4000 lbs Y4
Y3
H
YS
YI
\
Panel Heiahls
YI = 42 m
Y2 = 42 m
Y3 = 48 in
Y4 = 30 in
COLUMN BEAM (§ Level 1 CONNECTOR @ Level I
OK OK OK
3X3X IIGA
Steel = 55000 psi
Stress =83%.
5 1/2" 13GA
Steel = 55000 psi
Max Static Capacity = 9569 lb
Stress = 42%
Four Pin Connector
Stress = 31%
COLUMN BACKER BEAM @ Level 2-F CONNECTOR (ai Level 2+
OK OK
None
Stress =
5 1/2" 13GA
Max Static Capacity = 9569 lb
Stress = 42%
Four Pin Connector
Stress = 13%
BRACING BASE PLATE
OK
HORIZONTAL
2 1/4 X 1 1/2 X 0 067 (B-42)
Stress = 11%
OK
DIAGONAL
2 1/4X 1 1/2 X 0 067 (B-42)
Stress = 23%
OK
6 m X 6 in X 0.375 in
Steel = 36000 psi MBase = 8000 in Ib
Stress = 47%
SLAB & SOIL OK ANCHORS OK
Slab = 6" X 4000 psi
Soil Bearing Pressure = 1000 psf
Slab Puncture Stress = 39%
Slab Bendms Stress = 16%
Hilti K-wik Bolt TZ (KB-TZ) ESR-1917
Pullout Capacity = 1546 lbs Shear Capacity = 1475 lbs
0 5" X 3 5" Mm Embed
No Of Anchors = 2 per Base Plate
Anchor Stress = 39%
SEIZMIC'
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SHEET NO. 6
CALCULATED BY RF
DATE 4/11/2013
COMPONENTS & SPECIFICATIONS ; TYPE C
ANALYSIS PER SECTION 2208 OF THE 2010 CBC
Beam Elevation
LEVELS = 3 Hl=78m
H2 = 56 m
1-13 = 58 m PANELS = 4
PRODUCT LOAD / LVL = 4000 lbs.
FRAME FIEIGHl^ = 192 in.
FRAME DEP'ffl = 72 in.
BEAM LENGTI-I= 120 in.
SEISMIC CATEGORY = D
(Fa= 1, Ss= 1.06)
H3
H2
HI
SITE CLASS = D
W3
•N2
W 1
Product Load/Lvl
_^ WI =4000 lbs
W2 -4000 lbs
W3 =4000 lbs Y4
Y3
H
Y2
Y1
\ \
\ \
/
./
\
Panel Heights
YI = 42 m
Y2 = 42 m
Y3 = 48 m
Y4 = 30 in
D
COLUMN BEAM @ Level 1 CONNECTOR @ Level 1
OK OK OK
3 X3 X UGA
Steel = 55000 psi
Stress =59%
5 1/2" I3GA
Steel = 55000 psi
Max Static Capacity = 8134 lb
Stress = 49%
Four Pm Connector
Stress = 27%
COLUMN BACKER BEAM (al Level 2-f CONNECTOR raj Level 2+
OK OK
None
Stress =
5 1/2" 13GA
Max Static Capacity = 8134 lb
Stress = 49%
Four Pin Conneclor
Stress = 16%
BRACING BASE PLATE
OK
HORIZONTAL
2 1/4 X 1 1/2 X 0 067 (B-42)
Stress = 28%
DIAGONAL
2 1/4X1 1/2 X
Stress =
OK
0 067 (B-42)
41%
OK
6 in X 6 m X 0 375 in
Sleel = 36000 psi MBase = 8000 in. Ib
Stress = 47%
SLAB & SOIL OK ANCHORS OK
Slab = 6" X 4000 psi
Soil Beanng Pressure = 1000 psf
Slab Puncture Stress = 32%
Slab Bending Stress = 13%
Hilli Kwik Bolt TZ (KB-TZ) ESR-1917
PuUoul Capacity = 1546 lbs Shear Capacity = 1475 lbs.
0,5" X 3 5" Mm Embed
No Of Anchors = 2 per Base Plate
Anchor Stress = 25%
SEIZMIC'
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SHEET NO. 7
CALCULATED BY RF
DATE 4/11/2013
COMPONENTS & SPECIFICATIONS ; TYPE D
ANALYSIS PER SECTION 2208 OF Tl-ffi 2010 CBC
Beam Elevation ,^
HI =24m
H2 = 48 m
H3 = 48 m
H4 = 36 m
H5 = 36 m
LEVEiLS = 5
PANELS = 4
PRODUCT L0A13 / LVL = Load
Varies
FRAME I-IEIGHT = 192 in.
FRAME DEPTT-I = 28 in.
BEAM LENGTTI= 97 in.
SEISMIC CAITiGORY = D
(Fa =1, Ss = 1.06)
H5
H4
H3
HI
SITE CLASS = D
W5
W4
V 3
VV 2
W 1
PiodiictLoad/Lvl
_^ Wl =2000 lbs
W2 =3000 lbs
W3 =3000 lbs
W4 =3000 lbs
W5 =3000 lbs
Y4
Y3
H
Y2
YI
Panel Heights
Y! - 42 m
Y2 42 m
Y3 - 48 in
^'4 = 30 in
COLUMN BEAM (Ob, Level 1 CONNECTOR @ Level 1
OK OK OK
3 X 3 X IIGA
Steel = 55000 psi
Stiess =40%
2 1/2" 15GA (4250)
Steel = 55000 psi
Max Static Capacity = 2074 lb
Stress = 96%
Two Pm Connector
Stress = 53%
COLUMN BACKER BEAM ra) Level 2+ CONNECTOR Ta] Level 2-F
None
Stress =
3''V.'^." 13GA
Max Static Capacity = 3758 lb
Stress = 80%
OK OK
Four Pm Connector
Stress = 24%
BRACING BASE PLATE
OK
HORIZONTAL
2 1/4 X 1 1/2 X 0 067 (B-42)
Stress = 10%
OK
DIAGONALL
2 1/4X 1 1/2 X 0 067 (B-42)
Stress = 27%
OK
6 in X 6 in X 0 375 m
Steel = 36000 psi MBase = 3167 in Ib
Stress = 36%
SLAB & SOIL OK ANCHORS OK
Slab = 6" X 4000 psi
Soil Bearing Pressure = 1000 psf
Slab Puncture Stress = 56%
Slab Bending Stress = 23%
HiUi Kwik Bolt TZ (KB-TZ) ESR-1917
Pullout Capacity = 1546 lbs Shear Capacity = 1475 lbs
0 5" X 3 5" Min Embed
No Of Anchors = 2 per Base Plate
Anchor Stress = 84%
NOTES- 5-1/2" BEAM OK AT LEVEL 4 & 5
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SHEET NO. 8
CALCULATED BY RF
DATE 4/II/20I3
COMPONENTS & SPECIFICATIONS ; TYPE E
ANALYSIS PER SECTION 2208 OF THE 2010 CBC
Beam Elevation ,^
HI = 6 m
H2 = 26 in.
H3 = 28 m
H4 = 96 lu
LEVELS = 5
PANELS = 3
PRODUCT LOAD / LVL = 1500 lbs!' "'^
FRAMIJ: I-miGHT = 192 in.
FRAME DEPTH = 42 in.
BEAM LFNGTH= 148 in.
SEISMIC CATEGORY = D
(Fa =1, Ss = 1.06)
H5
H4
H3
H2
H1
UL
SITE CLASS = D
W5
W4
W3
W2
Wl
ProductLoad/Lvl
Wl =1500 lbs
W2-1500 lbs
W3 =1500 lbs
W4 =1500 lbs
W5 =1500 lbs
Y3
H Y2
YI
./
./
/
Panel Heights
YI = 55 m
Y2 = 100 11
Y3 = 30 in
4
COLUMN BEAM (ffi Level 1 "3 CONNECTOR @ Level 1-3
OK
3 X3 X IIGA
Steel = 55000 psi
Stress =24%
3 Vz " 15 GA (4356)
Steel = 55000 psi
Max Static Capacity = 1734 lb
Stress = 87%
OK OK
Two Pm Connector
Stress = 24%
COLUMN BACKER BEAM @ Level 4*^ CONNECTOR Level -^^
OK OK
None
Stress =
5 1/2" 13GA
Max Static Capacity = 5649 Ib
Stress = 27%
Four Pin Connector
Stress = 14%
BRACING BASE PLATE
OK
HORIZONTAL
2 1/4 X 1 1/2 X 0 067 (B-42)
Stress = 7%
OK
DIAGONAL
2 1/4X 1 1/2 X0 067 (B-42)
Stress = 26%
OK
6 in X 6 in X 0 375 m
Steel = 36000 psi MBase = 327 in Ib
Stress = 15%
SLAB & SOIL OK ANCHORS OK
Slab = 6" X 4000 psi
Soil Bearing Pressure = 1000 psf
Slab Puncture Stress = 26%
Slab Bending Stiess = 11%
Hllti Kwik Boll TZ (KB-TZ) ESR-1917
Pullout Capacit>' = 1546 lbs Shear Capacity = 1475 lbs
0 5" X 3 5" Mm Embed
No Of Anchors = 2 per Base Plate
Anchor Stress = 24%
SEIZMIC PROJECT
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LOWES
LOWES
SHEET NO. 9
CALCULATED BV RF
DATE 4/11/2013
LOADS AND DISTRIBUTION:
Number Of Levels: 4
wPL (Sum of product loads). 16000 lbs
wDL (Sum of dead loads) 400 lbs
TOTAL FRAME LOAD. 16400 lbs
Fa: LOO
Ss 1.06
Ie: 1.00
Rw (Longitudinal): 6.00
Rw (Transverse). 4.00
V,
LONGTUDINAL DIRECTION
2/3-F^-S^-I,.-{{{0.6l).W,,,)+W„)
R...
•0.75-0.67
[(2/3) X 1 X 1.06 X 1 X (((0 67) 16000) + 400) / 6] X 0.75 X 0.67
V, l.oitg -658 lbs
TRANSVERSE DIRECTION
_2/3-F,-^^-i,-(((0.67)-If,J+^„J
R... •0.75-0.67
[(2/3) X 1 X 1 06 X 1 X (((0.67)16000) + 400) / 4] X 0.75 X 0.67
V
' 987 lbs
F. = V
Levels K LONGITUDINAL TRANSVERSE
Levels K f ^\ f
1
2
3
4
48
96
138
180
4,100
4,100
4,100
4,100
196,800
393,600
565,800
738,000
68
137
197
256
4,100
4,100
4,100
4,100
196,800
393,600
565,800
738,000
103
205
295
385
1,894,200 658 lbs 1,894,200 987 lbs
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SHEET NO. ]o
CALCULATED BV RF
DATE 4/11/2013
LONGITUDINAL ANALYSIS:
THE ANALYSIS IS BASED ON THE PORTAL METHOD, WITH THE POINT OF CONTRA FLEXURE OF THE COLUMNS
ASSUMED AT MID-HEIGHT BETWEEN BEAMS, EXCEPT FOR THE LOWEST PORTION, WHERE THE BASE PLATE
PROVIDES ONLY PARTIAL FIXITY, THE CONTRA FLEXURE IS ASSUMED TO OCCUR CLOSER TO THE BASE. (OR
AT THE BASE FOR PINNED CONDITION, WHERE THE BASE PLATE CANNOT CARRY MOMENT).
• Vpp
^co,„riv^^con„-i:
M,
M
Co„„-^ = ^Uppe. +^l. .owe/'
^ MUpper +^l.o.c, + M,
V,
Vco, = -
M Hu\c
Long
7568 in/lb
329 lbs
F-RONT ELEVATION
LEVELS K ./; AXIAL LOAD MOMENT MEnds Mconn
1 46 34 8,200 7,566 1,099 8,422
2 48 68 6,150 7,080 1,099 7,022
3 42 98 4.100 4,767 1,099 4,837
4 42 128 2,050 2,709 1,099 2,454
SAMPLE CALC.
= (329 lbs X 46 in) - 7568 in/lb = 7,566 in/lb
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PROJECT
FOR
SHEET NO.
CALCULATED BV
DATE
LOWES
LOWES
II
RF
4/11/2013
COLUMN ANALYSIS
P =
M =
K^L,
P.
Ky • Ly
R..
8200 lbs
7566 in/lb
= 1 2X46in/I.3in
= 42.3
= IX 42m/I. I in
= 39.8
KL
R
Max = 42.3
Axial
F..
F..
WE 162.7 KSI
k-l/ rMaxl
28 KSI
Since: F^. > FJ2
F.. - F., 4-F. i- J
Pn = Aeff-F„
P
= 55 KSI X [I - 55 KSI /(4 X 162.7286KSI)]
= 50.4 KSI
= 0.997 in^2 X 50.4 KSI = 50202 lbs
= 50202 lbs/I 92 = 26147 lbs
= 0.31
Pa
Flexure
c- r,^. P n t ^„ , P Cmx-M, Since:—->0.\5 check: —+ ^<1
^a P„ Max-pi ^
Myield - M^ = S, - F„
M..
I 132 ln'^3 X 55000 PSI = 62260 in/lb
Max -
Per
af
{K.-Lj
1
= 62260/ 1.67 37281 in/lb
1/1- Qc-
Per
(3 14159)^^2 X29500 KSI X 1.698 / (55.2in.)'^2
= (1 /(I -(1.92 X 8200 lb/ 162248 lb)))'^-l
A
SECTION PROPERTIES
162248 lbs
0.9
(8200 lb/26147 lb)-+-(0 85 X 7566 in/lb/37281 in/lbX 0 9) = 0.5 <l (50%)
A 3 m
B 3 in
t : 0.12 in
Aeff • 0 997 in'^2
lx 1 698 in'^4
Sx • 1.132 in^3
Rx 1 305 in
ly : 1 1 1 inM
Sy : 0 732 in^3
Ry • 1 055 in
Kx 1.2
Lx 46 in
Ky 1
Ly 42 in
Fy 55 KSI
E 29500 KSI
1 92
af: 1.67
Cmx 0 85
Cb • 1
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SHEET NO. 12
CALCULATED BY RF
DATE 4/11/2013
DETERMllNE ALLOWABLE MOMENT CAPACITY
Check Compression Flange for Local Buckling (B2.1)
w = c-2-/-2-r= 1 7-(2 * 0.083)-(2 * 025) = 1.03 in
w/t= 1.03 /0.083 = 12.41
^ A = (c052/^)-{w/t)-^[FjE} =
(1.052 / (4)^^0.5) * 12 41 * (55 / 29000)0.5 = 0.28 <= 0 673 Flange is fully effective
Check Web for Local Buckling per Section (B2.3)
./;(comp) = F,, -{yjy2)= 55 * (2 54 /2.87) = 48.68 KSI
(tension) = F^-iyJy^)^ 55 * (2.3 12.87) = 44.08 KSI
^^.filf^ 2.54/2.3 =-0.906
k = 4 + 2-{\-yyy + 2-{\-y/) =
4 + (2 * (1 + -0.906)-^3) + 2 * (1 + -0.906)
FlatDepth = w = -F y., = 2.3 + 2 54
w//= 4 84/0.083
l = {^.Q52l4k\{M>lt)-^[FjE) =
(1 052 / (21.66)'"0.5) * 58.31 * (48 68 / 29000)^^0.5
4.84
b^. = w =
Z), (3-(//)= 4.84 * (3 --0.906) = 18.91
= 2.42
h +b, = 18 91 +2.42
b^ = 4.84/2
= 21.66
= 4.84 in.
= 58.31 <200OK
= 0.54
3^1 : 2.3
y2 • 2.87
y^ • 2 54
yen 2.634
f 4.7
s. 1.639
I. 0 083
r 0.25
55
f 65
E 29000
TopFlange 1.7
BottomFlange : 2.75
WebDepth 5.5
= 21.33
Web is fully effective
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SHEET NO. 13
CALCULATED BV RF
DATE 4/11/2013
DETERMllNE ALLOWABLE MOMENT CAPACITY (cont.)
Determine Effect of Cold Working on Steel Yield Point (FYA) per Section A7.2
F,,,=c-F^^+{l-c)-F^
konic, =-^'c =(^/2)-(/'+^/2)= 3.14159 * (2* 0.25 +0.083)/4 = 0.46
2 * 0.46/(1.03 + 2 * 0.46) = 0.47
= 1.03 in.
= 0.16
C = 2-4/I,+2-4 =
Lfla,igc-top - Pj ~
m : 0.192 • (F„/F,, )- 0.068 = 0.192 * (65 / 55) - 0 068
-1.79 = ^.=3.69-(,/;,//J-0.819-(X/
3.69 * (65 / 55) - 0.819 * (65 / 55)'^2 - 1 79
f/f= (65/55)
r/t= (0.25 /0.083
Pyc = ^6 • Pv/i'f')"' = 1.43 * 55 / (0.25 / 0 083)'t).l6
fya-ion = 0.47 * 65.93 + (1 - 0.47) * 55
f,a-ho,lo,„ = fya ' ycj[depth - J =
60.14 * 2.634/(5.5 - 2.634)
Check Allowable Tension Stress for Bottom Flange
3^1 : 2.3
= 1.43 yi • 2.87
y-s • 2.54
= 1.181 < 1.2
yc, -yc, -2.634
= 3.012 <7 0K f-4.7
sc-1.639
= 65.93 l: 0 083
r: 0.25
= 60.14 Fy--55
fc 65
E: 29000
= 55.27
TopFlange: 1.7
BottomFlange: 2.75
WehDepth: 5.5
Pflunae-hoi ~ P fh ~ Photlom ^ ' 2-1 —
2.75 - (2 * 0.25) - (2 * 0.083)
2 * 0.46 / (2.08 + 2 * 0.46)
F =F =C-F +('\-C)-F
' y-bolUm ^ yh yc ^ V ^h / y/
0.31 * 65.93 + (1 - 0.31)* 55
F =F
ya ya-lop
= 2.08
0.31
58.39
60.14 = 60.14
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SHEET NO. 14
CALCULATED BV RF
DATE 4/11/2013
DETERMINE ALLOWABLE CAPACITY FOR BEAM PAIR
Check Bending Capacity
M,^,„^.,^^-M„=W-L-a-Rj%
a = LRFDLoadFactor = 1.2-DL + \.4-PL + \A-Q.\25-PL
forDL = 2%qfPL
Q= 1.2 * 0 02 +1.4 +1,4 * 0.125 = 1.599
R„,=\-[{2-F-L)l{6-E-Ib + 3-F-L)] =
1-((2* 150 M08)/((6 * 29000 * 4:7)+ (3 * 150 * 108))) = 0.96
If(l) = 0.95
(j)-M^^=<j>-Fya-S^= 0 95 * 6014 *1639 = 93.64 in
M^„,=W-L-{\-R„)l% =
9037 * 0.5 * 108 * (I -0 96)/8 = 2440 in/lb
W = ,f>-M„-8-{#ofBeams)/{L - R„, • Q) =
93.64 * 8 *2/(108 * 0.96 * 1 599)* 1000 = 9037 lb/pair
Check Deflection Caoacilv
K..-K-Pi
R^, = \-{4- F • L)/{5 - F • L + \0- E • I„) =
1-(4 * 150 * 108)/((5 * 150 * 108)+ (10 * 29000 * 4.7)) = 0.96
A,„.=V180
A,,=(5-W-L')/{3U-E-I,)
I/l 80 - (5 - • • R^ )/(384 -E-I,, -UqfBeams)
((5 * 9037 /2000 * 108^^3)/(384 * 29000 * 4.7))* 0.96 = 0.52
ff = (384-F-/-2)/(l80-5-Z,'=
384 * 29000 *4.7 * 2/(180 * 5 *(l08'^2)* 0.96)* 1000 = 10387 lb/pa
3^1 : 2.3
y2 • 2.87
2.54
2 634
f-4.7
Sx '-1 639
t: 0.083
r: 0.25
C: 55
fu -65
E: 29000
TopFlange: 1.7
BottomFlange: 2.75
WebDepth: 5.5
Allowable Load = 9037 lb/pair
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SHEET NO. 15
CALCULATED BV RF
DATE 4/11/2013
ALLOWABLE AND ACTUAL BENDING MOMENT AT EACH LEVEL
^Conn ^ Allow..Scnmic = S,*F„ //8 M,^, ^Conn ^ Allow..Scnmic = S,*F„
Level Ms,a„c Allow.Slatic ^Seismic ^ Allow.Seismic Result
1 54972 122000 8422 54087 GOOD
2 54972 122000 7022 54087 GOOD
3 54972 122000 4837 54087 GOOD
4 54972 122000 2454 54087 GOOD
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LOWES
SHEET NO. 16
CALCULATED BV RF
DATE 4/11/2013
BEAM TO COLUMN ANALYSIS :
CONNtiCTloN CAPACITY DBPENbS ON THti FOLLOWING PARAMETERS:
1. SHEAR CAPACITY OF PIN
PinDiameter = 0.438/«.
F, = 55000 PSI
• AT LEVEL 1
A Slu'c, = Diameter' • —
4
P =zO 4- F • A
0.1507 in^2
04 X 55000 X 0.1507 in'^2 3315 lbs
2 BEARING CAPACITY OF PIN
ColumnThickness = 0 12
4, = 65000PS'/
a = 2.22
a - 2.22
Piiewinn =(^'F„- Dia. • Col.Thickness/a = 2 22 X 65000 X 0 438 X 0 12 / 2.22
3. MOMENT CAPACITY OF BRACKET
EdgeDist . = \.OIn.
PinSpacing = 2 In
F„ = 55000 PSI
3416 lbs
c= i^+4 + p, + 4
T,„„=0.min.
S,„„ = Q.\211n'
^Capacity ~ '-'^(7(/; ' -^/ic'/itZ/nji
= 4-f 4(4.5/6.5)-+7^(2.5/6.5)+4(.5/6.5) = P1X2.I54
= 0 127 ln'^3 X .66X Fy = 4610 in-lb
C-fl'^M,.^^ 2154 P^.d
d = EdgeDist 12 = 0.5
P( hp = ^ Capacity/(2.154-d) = 4610/(2.154 X0.5)= 4280 lbs
MINIMUM VALUE OF Pl GOVERNS
4 = 3315 lbs
M,„„„, = [4 * 4.5]+[4 * (0.5/4.5)* 0.5]
= 35190in-lb > 8422in-lb
W ga
I I I
1-5/8 • 4
OK
SEIZMIC'
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PROJECT LOWES
FOR LOWES
SHEET NO. 17
CALCULATED BY RF
DATE 4/11/2013
TRANSVERSE ANALYSIS: BRACING:
IT IS ASSUMED THAT THE LOWER PANEL RESISTS THE FRAME SHEAR IN TENSION AND COMPRESSION.
IF HORIZONTAL AND DIAGONAL MEMBERS ARE THE SAME, ANALYSIS WILL BE DONE ON THE
DIAGONAL MEMBER AS IT WILL GOVERN.
DIAGONAL BRACING : COMPRESSION MEMBER
Ldiag = ^{L-6f +{D-{2-BCol)f = 553-
Virans • LDiag Vdiag
k-l
rMin
4 -
d
(1 X 55.3173)/(0.485)
U'e
k-h rMin
Fy_
2
' 2
F =F
n e
= 1300 lbs
114.1 In
22001.8 PSI
27500
PmaK y^/
22001.8 PSI
SIDE ELEVATION
Panel Height (L) = 42 In
Panel Depth (D) = 48 In
Column Depth (B) = 3 In
Clear Depth (d) = (D - 2*B) = 42
P., - Area - F„ 7349 lbs
Qc = 1.92
" Qc
3828 lbs
Brace Stress =
VDiag
P. 0.34 (34 %)
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PROJECT
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CALCULATED BY
DATE
LOWES
LOWES
18
RF
4/11/2013
POST-INSTALLED ANCHOR ANALYSIS PER ACI 318 Z APPENDIX D
Assumed cracked concrete application
= Hilti Kwik Bolt TZ (KB-TZ) 1/2" dia. 3 25" hef, 6" min. slab Anchor Type
ICC Report Number
Slab Thickness
Min. Slab Thickness (h )
V mm /
Concrete Strength (f\)
Diameter (j^J
Nominal Embedment (/2,„„„)
Effective Embedment )
Number of Anchors {n)
e'N
e'V
From ICC ESR Report
Ac
J Ilia
mm
^'mni
Cae
ESR-1917
6 in.
6 in.
4000 in
0.5
3 5 m.
3 25 in.
2
4 in
0 in.
0 101 in.sq
106000 psi
2 375 in.
2.375 in
7.5 in.
4915 lbs
Tension Capacity
Shear Capacity
2021 ibs
2753 Ibs
0.75
0.75
C5-h.
C„,=6
^2=12
use •C al.adi
useC al.ailj
4.88 in
4 875 in
4.875 m.
= 9.75 in.
Sy =4 in. useS.aj, = 4 in.
i.S'2 = 0 in. = 0 in.
A
1 .SCgii $•} 1 •SCa'j
Adj. Strength
1515 Ibs
2065 Ibs
ASD Value
Conversion Factor I 4
1546 lbs
1475 Ibs
^ SEIZMIC^
*i5S5S;5;^^^5SSSS-' PROJECT
MATERIAL HANDLING ENGINEERING SHEET NO.
TEL : (909)869 - 0989 FAX (909)869 - 0981 CALCULATED BY
161 ATLANTIC STREET, POMONA, CA 91768 DATE
LOWES
LOWES
19
RF
4/11/2013
ANCHOR ANALYSIS
TENSION STRENGTH
Steel Strength D.5.1
^ = 0.75
^N^^ = <^nAs,f^,a (0 75 * 2 * 0.101 * 106000) = 8030 lbs
D,4.3. a) i)
D-2
Concrete Breakout Strength <f>Nj,^ D.5.2
<l> = 0.65 D.4.3 c) ii) Condition B Category 1
' ^,V. = [Ca^ acli + + 1 -^Kl )• [Ca2.o,j + So^tlj +^-5^)= »34.0625 in.SQ.
A -9h ^
^Mo-^"<-/ = 95.0625 i
Check if ^Wc-"Ac<> ^Nc/^Nco =1.41
yCcN = 1 D 5.2.4
'l'c,,N = 1 D.5 2.5
yc,N = 1 D.5 2.6
K = 17 D.5.2 2
\ = 1
^h=KAtif'J'{K)' = 6299 lbs D-6
yCr.N = 1
D 5.2 7
^^ch, = 1 ^Nco ){yCc ,,V Xy^ed.N .N \yCp.N X^^h)
(0.65 * (134.0625/95.0625) * i * i * i * i * 629= 5774 Ibs
D.5.2.1
Pullout Stength t^^p,, D.5.3
</> = 0.65 D 4 4 c) il) Condition BCategory 1
yC.p = 1 D.5 3.6
^^p„ = HC,p^p,cr{.f'cl'^^^^l^ (0.65 * 1 * 2 * 4915 (4000/2500) -^0.5) = 4041 lbs D.5.3.1
Steel Strength ((ziA^^J 8030 lbs
Embedment Strength - Concrete breakout strength ({zW^.^,^,) 5774 lbs
Embedment Strength - Pullout strength ((Z^iV^,,,) 4Q4J
SEIZMIC
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PROJECT
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SHEET NO.
CALCULATED BY
DATE
LOWES
LOWES
20
RF
4/11/2013
ANCHOR ANALYSIS
SHEAR STRENGTH
Steel Strength <I>V^^ D.6.1 Steel Strength <I>V^^
D.4.3 a) ii)
D-28
Wu,=<l^^-^-^^sefi„a (065 *2 * 0.6 * 0 101 *10 = 8351 Ibs
Concrete Breakout Strength (l)Vcbg D.6.2
D.4.3 c) i) condition B
<t> = 0.7
A, = -Sc,,, + 5, +1.5c„, )h„ = 132 in.sq.
A-u> = 3c^,,4 ^ 108 in.sq.
Check if \c-^A:u> A'LIA'CO = 1.22
yC^y = 1
yCciy D6.2 5
= 1 D.6.2.6
ycy = 1 D.6.2.7
^l^iiy = 1.22 D.6 2.8
da = 0.5 in.
J D.6.2.2
C- = 1 in.
K = 1 D.3 6
^h = thesmallerof'7(^c-/'^o)°'(^«)°^4(/'<,)°'^'^«i'^ and 94,(A)°'C<,I" = 5285 Ibs D-33, D-34
<l>Vch, = ^{A-C /A'CO t¥eey \yCdy \y^ey \yCiy \V,) D.6.2.1
(0.7 * 1.22 * i * 1 * 1 * 1.22 * 5285) * 1 = 5506 lbs
Concrete Pryout Stength ^4^^^ D.6.3
= 0.7 D.4.3 c) i) Condition B
K. = 2 D.6 3 I
^\hfi= 8883 lbs
^^cp« - ^^cp^cbf. (0.7 * 2 * 8883) = 12436 Ibs D6.3 1
Steel Strength (^)/^J 8351 Ibs
Embedment Strength - Concrete breakout strength 5506 lbs
Embedment Strength - Pryout strength (^4^ ) 12436 Ibs
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PROJECT LOWES
•^OR LOWES
SHEET NO. 21
CALCULATED BV RF
DATE 4/11/2013
BASIC LOAD COMBINATIONS
y = 987 Ib
Product Load/2 (PL) = 8000 1b
y = 658 Ib
Dead Load/2 (DL) = 200 1b
S- = 0.707
Seismic Load (EL) = 5565 Ib
BASIC LOAD COMBINATION
1: DL
1 0 * 200 = 200 Ib
2: DL + PL + LL + (Lr or SL or RL)
200 + 8000 + 0 + 0 = 8200 Ib
3: (0.6 * DL) + (0 75 * 0.6 * PLapp) - (0.75 * WL)
(0.6 * 200) + (0.75 * 0.6 * 5360) + (0.75 * 0) = 2532 Ib
3 ((0.6 - (0.11 * Sds)) * DL) + (0.75 * (0,6 - (0.14 * Sds)) * PLapp) - (0.75 * 0.67 * EL)
(0.6 -(0.11 * 0.707)) * 200 + (0.75 * (0.6 - (0 14 * 0 707))) * 5360 - (0.75 * 0 67 * 5565) = -678 Ib
4. DL + (0 75 * PL) + LL + (Lr or SL or RL) + (0.75 * WL)
200 + (0.75 * 8000) + 0 + 0 + (0 75 * 0) = 8200 Ib
4. (1 +(0.I I * Sds)) * DL + (0 75 * (1 + (0.14 * Sds) * PLapp) + (0.75 * 0.67 * EL)
(1 +(0.11 * 0 707))* 200 +(0.75 *(] +(0.14^ 0 707))) * 8000 + (0.75 * 0.67 * 5565) = 9606 Jb
5: DL + LL + (0.5 * (SL or RL)) + (0.88 * PL) + IL
200 + 8000 + (0 5 * 0) + (0.88 * 8000) + 2000 = 9240 Ib
SEIZMIC'
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PROJECT
FOR
SHEET NO.
CALCULATED BV
DATE
LOWES
LOWES
22
RF
4/11/2013
OVERTURNINGANALYSIS
FULLY LOADED
Total Shear = 987 Ibs
M„.,=V„^„^.Ht
= 987 X 136
M,,=YMp-^-^^^'F>L)-dl2
= (I6000+C85 X 400)) X 48/2
134232 in/lb
392160 in/lb
4 Upl.Ill
Pu
_l(M„,-M,)
d
l(7\/„„,+Mj
d
= (134232 -392160)/48
= -5373 Ibs. Puplift <= 0 No Up Lift
= (134232 + 392160)/48
= 10967 Ibs.
TOP SHELF LOADED
Shear
M
M
= 391 Ibs
Mo.=V„„-Ht
= 391 X (180+ ((42 - 10)/2))
M,,^Y[w,^+wDL)-dl2
M, (4000+=^.85 X 400)) X 48/2
76560 in/lb
104160 in/lb
4 _\{M„,-Mj
Upl,III d
= (76560- 104160)/48
= -575 Ibs. Puplifi<=ONo up Lift
W
Puplift
CROSS AISLE ELEVATION
ANCHORS
No. of Anchors • 2
Pull Out Capacity : 1546 Lbs,
Shear Capacity : 1475 Lbs.
COMBINED STRESS
Fullv Loaded = (0 / 1546 X 2))+ ((987 /2)/( 1475 X 2)) = 0 17
Top Shelf Loaded = (0 / (1546 X 2))+ ((391 /2)/(1475 X 2)) = 0.07
Seismic UpLift Critical fLC#3) = ((678 / 1546 X 2))+((987/2)/(1475 X 2)))/1.2 = 0.32 Sec 4.22 ESR-1917
USE 2 Hilti Kwik Bolt TZ (KB-TZ) 1/2" dia, 3.25" hef, 6" min. slab Anchors per
pasePlate
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PROJECT LOWES
FOR LOWES
SHEET NO. 23
CALCULATED BV RF
DATE 4/11/2013
BASE PLATE ANALYSIS :
THE BASE PLATE WILL BE ANALYZED WITH THE RECTANGULAR STRESS RESULTING FROM THE VERTICAL
LOAD P, COMBINED WITH THE TRIANGULAR STRESSES RESULTING FROM THE MOMENT Mb (IF ANY)
THERE ARE 3 CRITERIA IN DETERMINING Mb. THEY ARE 1 MOMENT CAPACITY OF THE BASE PLATE,
2. MOMENT CAPACITY OF THE ANCHOR BOLTS, AND 3. Vcol*h/2 (FULL FIXITY). Mb IS THAT SMALLEST
VALUE OBTAINED FROM THE 3 CRITERIA ABOVE.
Pcoi
P P ( ol
A D-B
M„
Ih ~
8200 lbs
7568 in/lb
fh2-
D-B'/e
2-b
B
fh\ ~ fh~ fh2
f
Ba.se Plate Width (B)
Base Plale Depth (D)
Base Plate Thickness (t)
6 in b
6 in bl
0.375 in Fy (base)
227.8 PSI
210.2 PSI
105.11 PSI
105.11 PSI
3 in
1.5 in
36000 PSI
rfti
bl
M.=^ = ^-[4 + /;„+.674j
S Husc
F = 75F
' Base -'-^^ y
6
5/
Ph S- 4!«se
= 453.33 in/lb
0.02 in/cb
= 36000 PSI
= 0.53 <= 1 OK
y
J4 fb2
F- ft.1
SEIZMIC
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PROJECT LOWES
FOR LOWES
SHEET NO. 24
CALCULATED BV RF
DATE 4/11/2013 Ks
SLAB AND SOIL :
THE SLAB WILL BE CHECKED FOR PUNCTURE STRESS IF NO PUNCTURE OCCURS, IT WILL BE ASSUMED TO
DISTRIBUTE THE LOAD OVER A LARGER AREA OF SOIL AND WILL ACT AS A FOOTING.
PUNCTURE
p 8200 Ibs M.. 134232 in-lb
4,,, = (l .2 + Q.2Sds)-DL + (0.85 + Q.2Sds)-PL +1 .QEL
2 ~) ^ ^
13764 Ibs
F. pinwl
4
3 ^34
2.66-A-J7c<
A^„„,,=[{B + t)+{W+t)]-2-t
100.94 PSI
288 sq. in.
P..
FA -F
V piiticl puna
SLAB CHECK
= 0.47
./'=7.5-V/.
(^P„^<^-\.12-{{K-rJe^).\Q'+3.6)-f'i-t'
474.341649025257
= 70775 Ibs.
d, req' d = V(4,„,, /(^ -1.72 ((4 - r, / c J -10" + 3.6)- /',)) = 2.65 in.
b = ^j(erd,req'd'l(\2-{^-M')-k^)) . ,5.37
b,req'd = 2-b = 36.74 in.
(Grav - seis. critical)
FOOTING
B
W
d
6 in
6 in
48 in
CONCRETE
-V, b = 1 5 K Radius
/ bieqy = 2x{1 SjiRadius.)
/ \
\
f'c
t
X
, /
\ Rl = ((Weffx Cfef(-^05],'2 /
\ /
4000 PSI
6 m
0.6
0.6
50 pci
3
3604996 53259
SOIL
fsoil = 1000 PSF
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PROJECT
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CALCULATED BY
DATE
LOWES
LOWES
25
RF
4/11/2013
CANTILEVER RACK ANALYSIS:
PROJECT SCOPE
THE SUPPORT STRUCTURE SHALL BE ANALYZED WITH RESPECT TO THE REQUIREMENTS SET FORTH IN THE 2010
CALIFORNIA BUILDING CODE THE STRUCTURAL COMPONENTS SHALL BE ANALYZED WITH RESPECT TO THE
MOST CRITICAL CONFIGURATIONS OF LOADS RESULTING FROM STATIC AND LATERAL FORCES
SPECIFICATION
COLUMN STEEL- 50,000 PSI
ARM STEEL- 50,000 PSI
BASE STEEL- 50,000 PSI
BOLTS- GR 5 OR SIMILAR
SLAB- 6 IN * 4000 PSI
SOIL- 1000 PSF
5EISMIC FORMULA- CsxW
(SECTION 1613 OF THE 2007 CBC)
CONFIGURATION
# LEVELS= 4
ARM LENGTH= 54 IN
LL/ARM= 1,800 LB
DL/ARM= 35 LB
SUWIWIARY OF RESULT •s ARM COLUMN LONGITUDINAL BRACE
TYPE= S4x7.7
STRESS= 75%/OK
TYPE= W8x18
STRESS (S)= 60%/OK
STRESS (D)= 56%/OK
TYPE= L1-1/2x1-1/2x3/16
STRESS= 35%/OK
CONNECTION = BOLTED
0 75"0 GR 5 BOLT
' STRESS= 43%/OK
ARM CONNECTION
TYPE= W8x18
STRESS (S)= 60%/OK
STRESS (D)= 56%/OK
TYPE= L1-1/2x1-1/2x3/16
STRESS= 35%/OK
CONNECTION = BOLTED
0 75"0 GR 5 BOLT
' STRESS= 43%/OK
# BOLTS= 2
BOLT TYPE= GR 5
STRESS= 49%/OK
BASE
TYPE= L1-1/2x1-1/2x3/16
STRESS= 35%/OK
CONNECTION = BOLTED
0 75"0 GR 5 BOLT
' STRESS= 43%/OK
# BOLTS= 2
BOLT TYPE= GR 5
STRESS= 49%/OK
TYPE= W8x18
STRESS (S)= 56%/OK
TYPE= L1-1/2x1-1/2x3/16
STRESS= 35%/OK
CONNECTION = BOLTED
0 75"0 GR 5 BOLT
' STRESS= 43%/OK
# BOLTS= 2
BOLT TYPE= GR 5
STRESS= 49%/OK
TYPE= W8x18
STRESS (S)= 56%/OK ANCHORS
TYPE= HILTI KB TZ
SIZE= (2) 0 625"x4" EMBED PER BASE
STRESS (S)= 2%/OK
STRESS (D)= 56%/OK
TYPE= HILTI KB TZ
SIZE= (2) 0 625"x4" EMBED PER BASE
STRESS (S)= 2%/OK
STRESS (D)= 56%/OK
MATERIAL HANDLING ENGINEERING
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PROJECT
FOR
SHEET NO.
CALCULATED BY
DATE
LOWES
LOWES
26
RF
4/11/2013
LOADS AND DISTRIBUTION:
SYSTEM TYPE= SINGLE & DOUBLE SIDED
< PER SECTION 15 4 ASCE 7-05 FOR S1>0 f
V = Cs X W
= 0.8Si / (R/l)
Ss= 1 06
Fa = 1 08
S1= 0 625
Fv = 1 5
1= 1 00
R= 3
V-coeff= 0 8Si/(Rx1 4)
= 0 119
LL/ARM= 1,800 LB
DL/ARM= 35 LB
n=# OF LEVELS= 4
Vtotal(sgl )= 0 119 x 1835 LB X 4 LVLS
= 874 LB
Vtotal(dbl ) = 0.119 x 1835 LB X 4 LVLS x 2 SIDES
= 1,747 LB
< PER SECTION 15 4 ASCE 7-05, TABLE 15 4-2 FOR DISTRIBUTED MASS CANTILEVER
LEVEL
HI
H2
H3
H4
Hx
52 IN
92 IN
132 IN
172 IN
Wx
1,835 LB
1,835 LB
1,835 LB
1,835 LB
^Fn=V/Frame=
HxWx
95,402 IN-LB
168,788 IN-LB
242,174 IN-LB
315,560 IN-LB
821,923 IN-LB
I (SINGLE LOAD
101 LB
179 LB
257 LB
335 LB
874 LB
Fl (DOUBLE LOAD)
203 LB
359 LB
515 LB
671 LB
1,747 LB
SINGLE SIDED IFn*Hn=Mseis-sgl= 113,449 IN-LB
DOUBLE SIDED XFn*Hn=Mseis-dbi= 226,898 IN-LB
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PROJECT
FOR
SHEET NO.
CALCULATED BV
DATE
LOWES
LOWES
27
RF
4/11/2013
ARM ANALYSIS:
1) CHECK BENDING
LL+DL=W= 1,836 LB
Marm= W * L/2
= 1834 65 LB*(54IN)/2
= 49,536 IN-LB
Fb= [(2/3) - (Fy''L/r(T)'^2/(1,53X10''6*Cb)]*Fy < 0 6*Fy
= [(2/3)-(50 KSI*(84 4)^^2*1 )/(1 53X10^^6*1 )]*50 KSI
= 21,691 PSI
Fb-eff= 21,691 PSI
fb= M/S
= 49535 55 lN-LB/3 04 IN'^3
= 16,295 PSI
fb/Fb= 0.75 <1.0 OK
2) CHECK DEFLECTION
DEFLECTION= WL^3/8EI
= 0.205 IN
ALLOWABLE DEFLECTION= L/180
= 0 300 IN
[ B \
ARM S4x7 7
OK
3) CHECK CONNECTION
CHECK EFFECT OF ARM MOMENT ON BOLTED CONNECTION
BOLT DIAM= 0 750 IN
# BOLT= 4
Ft= 42,000 PSI
Fu= 65,000 PSI
SEARING PLATE
THICK =tmin= 0.193 IN
A=
B=
ly=
Sx=
Fy=
Lmax=
Lunsup=
r(T)=
4 0 IN
2 66 IN
6 080 INM
3 040 IN'^3
50,000 PSI
54.0 IN
54.0 IN
0 64
P1 IS MINIMUM OF DOUBLE SHEAR AND BEARING CAP; WffT
TENSION CAP= Ft*BOLT AREA*2
= 42000 PSr(0 75 IN)'^2*(n/4)*2
= 37,110 LB
BEARING CAP= Fu*BEARlNG AREA*2
= 65000 PSI*0.75 1N*0 193 IN *2
= 18,818 LB
P1= 18,818 LB
Mcap= PI ' Dl * 1 33
= 100,363 IN-LB OK
D1= 4 0 IN
MATERIAL HANDLING ENGINEERING
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PROJECT
FOR
SHEET NO.
CALCULATED BY
DATE
LOWES
LOWES
28
RF
4/11/2013
COLUMN ANALYSIS: SINGLE SIDED
1) STATIC LOADS
Pmax= # LVLS x ARM LOAD
= 7,339 LB
Mstafic= lARM MOMENTS
= # LVLS x W X (L/2+A/2)
= 4 x 1834 65 LB X (54 IN/2 + 8 IN/2)
= 227,497 IN-LB
(kl/r)x= 2 1 X 172 IN/3 43 IN
= 105 31
(kl/r)y = 1 X 60 IN /1 23 IN
= 48.78
(kl/r)max= 10531
Cc = (2TT'*2E/Fy)'^0 5
= 107.9
SINCE (KL/r)max < Cc, USE EQTN E2-1
COLUMN
Fa = [1-((kl/r)'^2/2Cc'^2)1Fv TYPE= W8x18
5/3 + 3(kl/r)/8Cc - (kl/r)'^3/8Cc'^3 A= 8 00 IN
= 13,669 PSI B= 5 25 IN
Area= 5 26 IN'^2
fa= P/AREA lx= 61,90 INM
= 1,395 PSI Sx= 15 20 IN'>3
rx= 3.43 IN
fa/Fa= 010 <015 ly= 7 97 INM
Sy= 3 04 IN'-S
fbx= M/S Fbx= 0 6Fy ry= 1 23 IN
= 14,967 PSI 30,000 PSI Fy= 50,000 PSI
Kx= 2 1
F'ex= (12*TT'^2*E)/(23*(KL/rx)'^2) Ky= 1 0
= 13,466 PS! Lx= 172 IN
Ly= '60 IN
fb/Fb= 0 50 (1-fa/Fe)= 1 00 Cm= 0 85
CHECK INTERACTION EQTN(S)
(H1-3): fa/Fa •^ fb/Fb= 0.60 < LO OK
21 CHECK EFFECT OF SEISMIC LOAD
Mseis-sgl= 113,449 IN-LB <=== SEE LOADS & DIST SHEET
fb= (l\/!static+Mseismic)/Sx
= (227497 IN-LB + 113449 IN-LB)/15 2 IN'^3
= 22,431 PSI
CHECK INTERACTION EQTN(S).
(HI-3): fa/Fa fb/Fb= 0.64 < 1.0 OK
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PROJECT
FOR
SHEET NO.
CALCULATED BY
DATE
LOWES
LOWES
29
RF
4/11/2013
COLUMN ANALYSIS: DOUBLE SIDED, SINGLE SIDE LOADED
1) STATIC LOADS I
Pmax= # LVLS x ARM LOAD
= 7,339 LB
Mstatic= lARM MOMENTS
= # LVLS X W X (L/2+A/2)
= 4 X 1834 65 LB x (54 lN/2 + 8 IN/2)
= 227,497 IN-LB
(kl/r)x = 2 1 X 172 IN/343 IN
= 105 31
(kl/r)y= 1 X60 IN/1.23 IN
= 48 78
(kl/r)max= 105 31
Cc = (2TT'^2E/Fy)'^0 5
= 107.0
SINCE (KL/r)max < Cc, USE EQTN E2-1
Fa = n-((ki/r)''2/2Cc'^2)lFv COLUMN
5/3 + 3(kl/r)/8Cc - (kl/r)'^3/8Cc'^3 TYPE= W8x18
= 13,454 PSI A= 8 00 IN
B= 5.25 IN
fa= P/AREA Area= 5 26 IN'^2
1,395 PSI lx= 61 90 INM
Sx= 15 20 IN^3
fa/Fa= 010 <015 rx= 3 43 IN
ly= 7 97 INM
fbx= M/S Fbx= 0 6Fy Sy= 3 04 IN-^S
~ 14,967 PSI 30,000 PSI ry= 1 23 IN
Fy= 50,000 PSI
F'ex= (12*Tr'^2*E)/(23*(KL/rx)'^2) Kx= 2 1
13,466 PSI Ky= 1 0
Lx= 172 IN
fb/Fb= 0 50 (1-fa/F'e)= 1 00 Ly= 60 IN
Cm= 0.85
CHECK INTERACTION EQTN(S)
(H1-3): fa/Fa •^ fb/Fb= 0.60 < 1.0 OK
2) CHECK EFFECT OF SEISMIC LOAD
Mseis-sgN 113,449 IN-LB <=== SEE LOADS & DIST SHEET
fb= (Mstatic+Mseismic)/Sx
= (113449 IN-LB + 227497 IN-LB)/15 2 IN'^3
= 22,431 PSI
CHECK INTERACTION EQTN(S),
(Hi-3): fa/Fa+ fb/Fb= 0.64 < 1.0 OK
MATERIAL HANDLING ENGINEERING
TEL (909) 869-0989 • FAX (909) 869-0981
161 ATLANTIC STREET • POMONA, CA91768
PROJECT
FOR
SHEET NO.
CALCULATED BV
DATE
LOWES
LOWES
30
RF
4/11/2013
COLUMN ANALYSIS:
1) STATIC LOADS
DOUBLE SIDED, BOTH SIDES LOADED
Pmax= # LVLS x ARM LOAD x 2
= 14,677 LB
Mstatic= ZARM MOMENTS
= 0 IN-LB
(kl/r)x= 2 1 X 172 IN/3 43 IN
= 105 31
(kl/r)y= 1 X60 IN/1.23 IN
= 48,78
(kl/r)max= 105 31
Cc = (2TT'^2E/Fy)'^0 5
= 107 0
SINCE (KL/r)max < Cc, USE EQTN E2-1
Fa: I1-((kl/r)^2/2Cc^2)1Fv
5/3 + 3(kl/r)/8Cc - (kl/r)'^3/8Cc''3
13,454 PSI
fa= P/AREA
= 2,790 PSI
fa/Fa= 0 21 >0 15
fbx= M/S
= 0 PSI
F'ex= (12*TT'^2*E)/(23*(KL/rx)'^2)
= 13,466 PSI
Fbx= 0 6Fy
= 30,000 PSI
fb/Fb= 0 00
CHECK INTERACTION EQTN(S)
(1-fa/F'e)= 0 79
(H1-1):
(H1-2):
fa/Fa + Cmx * fbx/[Fbx * (1-fa/F'ex)]:
fa/0.6Fy + fb/Fb •
2) CHECK EFFECT OF SEISMIC LOAD
Mseis-dbl= 226,898 IN-LB <=== SEE LOADS & DIST SHEET
fb= (Mstatic+Mseismic)/Sx
= (226898 IN-LB + 0 IN-LB)/15 2 IN'^3
= 14,927 PSI
CHECK INTERACTION EQTN(S)
(H1-1): fa/Fa + Cmx * fbx/[Fbx * (1-fa/F'ex)] =
fa/0.6Fy + fb/Fb =
0.21
0.09
0.56
0.36
COLUMN
TYPE= W8x18
A= 8 00 IN
B= 5 25 IN
Area= 5 26 IN'^2
lx= 61.90 INM
Sx= 15.20 IN'^3
rx= 3 43 IN
ly= 7.97 INM
Sy= 3.04 IWZ
ry= 1.23 IN
Fy= 50,000 PSI
Kx='2 1
Ky='l.O
Lx= 172 IN
Ly= 60 IN
Cm= 0 85
< 1
< 1
,0 OK
,0 OK
<1
< 1
0 OK
0 OK
MATERIAL HANDLING ENGINEERING
TEL (909) 869-0989 • FAX (909) 869-0981
161 ATLANTIC STREET • POMONA, CA 91768
PROJECT
FOR
SHEET NO.
CALCULATED BY
DATE
LOWES
LOWES
31
RF
4/11/2013
OVERTURNING:
11 CHECK FULLY LOADED CASE
V= 874 LB
Movt= XF'i*Hn
= 113449 IN-LB
= 113,449 IN-LB
SINGLE SIDED RACK
: SEE LOADS & DIST SHEET
Hn
Msf= (WDL + WLL) * L/2
= 7339 LB * 56 lN/2
= 205,492 IN-LB
Puplift= (Movt-Mst)/d
= (113449-205492)/56 IN
= -1,644 LB NO TENSION ON ANCHOR
=5inF ViFW
IDL=4*34 65 LB=WDL= 139 LB
ILL=4*1800 LB=WLL= 7,200 LB
Lbase= 62 IN
e= 3 0 IN
d= 56,0 IN
L= 54 IN
Hn= 172 OIN
TOTAL # OF ANCHORS/BASE= 2
# OF ANCHORS PER END= 1
ANCHOR PULLOUT CAPACITY= 2,886 LB
ANCHOR SHEAR CAPACITY= 4,678 LB
CHECK COMBINED STRESS:
(0 LB/2886 LBj'^S/S + (437 LB/4678 LB)''5/3 0.02 < 1.0 OK
USE (2) HILTI KB TZ ANCHORS PER BASE
MATERIAL HANDLING ENGINEERING
TEL (909) 869-0989 • FAX (909) 859-0981
161 ATLANTIC STREET • POMONA, CA91768
PROJECT
FOR
SHEET NO.
CALCULATED BY
DATE
LOWES
LOWES
32
RF
4/11/2013
OVERTURNING: DOUBLE SIDED RACK/SINGLE SIDE LOADED
1) CHECK FULLY LOADED CASE
V= 874 LB
Movt= IFn*Hn <=== SEE LOADS & DIST SHEET
= 113449 IN-LB
= 113,449 IN-LB
Mst= (WDL + WLL) * L/2
= 7477 LB* 110 IN/2
= 411,235 IN-LB
Puplift= (Mov1-Mst)/d
= (113449 - 411235)/110 IN
= -2,707 LB NO TENSION ON ANCHOR
RiriF UIFW
IDL=8*34.65 LB=WDL= 277 LB
^LL=4*1800 LB=WLL= 7,200 LB
Lbase= 116 IN ^
e= 3 0 IN
d= 110 OIN
L= 54 IN
Hn= 172 0 IN
TOTAL # OF ANCHORS/BASE=
# OF ANCHORS PER END=
ANCHOR PULLOUT CAPACITY= 12,886 LB
ANCHOR SHEAR CAPACITY= 4,678 LB
CHECK COMBINED STRESS
(0 LB/2886 LB)'^5/3 + (437 LB/4678 LB)'^5/3
USE (2) HILTI KB TZ ANCHORS PER BASE
0.02 < 1.0 OK
MATERIAL HANDLING ENGINEERING
TEL, (909) 869-0989 • FAX- (909) 869-0981
161 ATLANTIC STREET • POMONA, CA91768
PROJECT
FOR
SHEET NO.
CALCULATED BY
DATE
LOWES
LOWES
33
RF
4/11/2013
OVERTURNING:
11 CHECK FULLY LOADED CASE
V= 1,747 LB
Movt= 2:Fn*Hn
= 226898 IN-LB
= 226,898 IN-LB
DOUBLE SIDED RACK/BOTH SIDES LOADED
: SEE LOADS & DIST SHEE
Mst= (WDL + WLL) * Lbase/2
= 14677 LB* 110 IN/2
= 807,235 IN-LB
Puplift= (Movt-Mst)/d
= (226898-807235)/110 IN
= -5,276 LB NO TENSION ON ANCHOR
9inF\/IFW
IDL=8*34 65 LB=WDL= 277 LB
ILL=8*1800 LB=WLL= 14,400 LB
Lbase= 116 IN
e= 3 0 IN
d= 1100IN
L= 54 IN
Hn= 172 OIN
TOTAL # OF ANCHORS/BASE= 2
# OF ANCHORS PER END= 1
ANCHOR PULLOUT CAPACITY= 2,886 LB
ANCHOR SHEAR CAPAC1TY= 4,678 LB
CHECK COMBINED STRESS
(0 LB/2886 LB)'^5/3 -f (874 LB/4678 LB)'^5/3 • 0.06 < 1.0 OK
USE (2) HILTI KB TZ ANCHORS PER BASE
MATERIAL HANDLING ENGINEERING
TEL (909) 869-0989 • FAX (909) 869-0981 .
161 ATLANTIC STREET • POMONA, CA 91768
PROJECT
FOR
SHEET NO.
CALCULA FED BV
DATE
LOWES
LOWES
34
RF
4/1 1/2013
BASE ANALYSIS:
DCHECK STATIC LOADS
Mbase= 227,497 IN-LB
fb= Mbase/Sx
= 227496 6 IN-LB/15,21 IN'^3
= 14,957 PSI
Fb= 0,6*Fy
= 30,000 PSI
fb/Fb = 0.50 < 1.0 OK
1) CHECK COMBINED STATIC AND SEISMIC LOADS
Mbase= 340,945 IN-LB
fb= Mbase/Sx
= 340945 365306122 IN-LB/15 21 IN'^3
= 22,416 PSI
Fb= 0 6*Fy
= 30,000 PSI
fb/Fb •• 0.75 < 1.33 OK
BASE
TYPE= W8x18
A= 8 00 IN
B= 5 25 IN
t= 0 230 IN
Sx= 15 21 IN'^3
Fy= 50,000 PSI
MATERIAL HANDLING ENGINEERING
TEL (909) 869-0989 • FAX (909) 869-0981
161 ATLANTIC STREET • POMONA, CA 91768
PROJECT
FOR
SHEET NO.
CALCULATED BY
DATE
LOWES
LOWES
35
RF
4/11/2013
DOWNAISLE BRACE:
V/FRAME*1 5=V= 2,621 LB
Ldiag= [Y'^2 + D'>2]'^0,5
= 69 0 IN
Vdiag= V*Ldiag/D
= 2621 LB * 69 IN/34 IN
= 5,319 LB <=== TENSION (T) ON DIAGONAL
Tallow= AREA * 0 6 * Fy * 1 33
= 0 527 IN'>2 * 0 6 * 36000 PSI * 1 33
= 15,178 LB
/ V
\^ \
Y
Vdiag -I
r
1.
-1 r
J L
T
- J_
FRONT VIEW
T/Ta= 0.35
CHECK CONNECTION
< 1 0 OK Y= 60 IN
D= 34 IN
SHEAR CAPACITY= BOLT AREA * Fv * #BOLTS * 1 33
= (0 75 IN)''2 *(TT/4)*21000 PSI*1*1 33
= 12,370 LB
CONN STRESS= 5319 LB/12370 LB
0.43 < 1.0 OK
w —\
BRACE: Ll-1/2x1-1/2x3/16
BRACE AREA= 0 527 IN''2
Fy= 36,000 PSI
BRACE CONNECTION
CONNECTION TYPE= BOLTED
BOLT DIAM= 0 750 IN
Fv= 21,000 PSI
#BOLT/END= 1 000
'SAN DIEGO REGIONAL
iZARDOm MATERIALS QUESTIOI
OFFICE USE ONLY
UPFPi
BP DATE
Business Name Lowe's
Prwect Address
2515 Palomar Airport Road
Business Contact Tony
Carlsbad CA
state
Telephone #
I 760 ) _ 207-0401
Mailing Address
2515 Palomar Airport Road sbad Slate
CA
Zip Code 92008
Zip Code
92008
•fm 020 1800
Plan File#
Project Contac! Tony Elias Telephone # ( 760 ) 207-0404
The foltowing questions represent tte facility's activities, NOT tho specific project description.
PART h RRE DEPARTMENT - HAZARDOUS MATERIALS DIVISIOM: OCCUPANCY CLASSiFiCATtON: IndfCSte Oy arcling the item, meiher your business
will use, process, or store any of the foMowmg haxardous materials it any of tne sems are ctrcsed. applicant must contact tne Fire Protection Agency vMh
junsdiction prior to pian submrttai Facility's Square Footage fmduding proposed project): Occufswcy Rating:
1 E-xplosive or Blasting Agents ( 5.!Organic Peroxides - Sj Water Reactives (i3 Corrosives
2 Compressed Gases (""o" Oxidizers 10 Cryogenics .i^ OIner Health HazarcJs
3 Flammabie/Combusiibte Liquids 7 Pyropnonc« -11."' Hightsr Tojac or TOMC Materials Is None of These
' 4 Flammable Sdids • 8 sjnstabfe Reactives 12 Radioactives
PAjriTsAWPiEGOcouwfYoepAmmmiOFBN'wmHMEmALmAvm-H^moous'mATMmMJDmSm mmor ntivCmmv^eTiolmC^
questions is yes, appiican! must contact the County of SanDiFgo HazardotisKtotinals Division, 5500 OveriancTAve, Suite 110, San Diego, CA 92123.
Call (858) 505-6700 pnor to ttie issuance of a building permit.
FEES ARE REQUIRED Project ComplPtion Date J ,/ Expected Daie of Occupancy ^. /J /_
YES NO
1 m D
2 • •
3 m •
4 a •
• O 6 •
7 • O
(for new construction oj reipodehng projects)
is your business listeti on the reverse side of this form''(check all that apply). , C',_. I »'J'.-'X"'''"^'''s* '
Will your ijusiness dispose of Hazaiilous Substances or lyedtca! Waste In any amount'' \j "' _
Will your busmess store c handte Hazardous Substances in quantities equa) to or greater than S5£a!fons, 5f)£pouncls,
200 cubic feet, or caranogens/reproductive toxins in any Quantity? /> ',,,|,'~'" "*
' "• fi-' Mil your business use an existing or instai! an undenjround storage tank"
Wiii yojr ljusmess store or handle Regulated Substances (CalARP")? <
Wi'l yoji business use or install a Hazardous Waste Tank System (Title 22, ,Articte 10)?
Wl!! your business store petroleum m tanks or containers at your faality wth a lota! stoiagi
or greater than 1,320 gallons? {Caiifomia's Aboveground Petroleum Storage Act),
apacily
• CalARP Exempt
Oate Initials
• CalARP Required
Date i initials
I
n CalARP Complete
Date initials
PART 111: SAN DIEGO COUNTY AIR POLLUTION CONTROL DISTRICT: H ttie answer to atiy of ttje questions'!38ldwl,i?yes; sppleant must contact ttie Air
Poliirtion Control Distnd (APCD), 10124 OW Grove Road. San D!ego7CA92131-1649, telephone <85!3) 588-2600 pnor to t!iie.issuanp6 of ajbuilding or demolition
permrt Note if ths an.sMfer to questions 4 or 5 is yes. applicant must also submit an asbestos notificafion "form ta.fte.APCO-'at 'feasl.40"working days pnor to
oommenong demolition or renotration, except ii.- «• u< ,--s-.-v.-j.! of residenba! stnjctures of four unifs or fess'^'CdntSctpe" APCO fortriore'mformation
Will the sutsjecf faci'ity or construction activities include operations or equipment that emit or are capaWe of emitting an air oontammant"' (See !he
APCD factsheet at '>i:i ...ii ftriM^iiX o2'ri;:i.'/';Jii3'0.:r"-'i;-_-j/if, and tfie list of typical equipment requinng an APCO psrmit on the reverse side
of ihis from Contact APCD if you fiave any questions)
(ANSWhR ONLY IF QUESTION 1 ts YES) Will iha subien tsciliiy be located within 1.000 feet Ofthe ouier boundary of a schrol (K througti 12)"?
(Search the California School Directory at l-tvzi''^KJ... '):hOf>.UP^^'''Si3'i 'or public anti pnvate schculs or contra the spcropnate school distnct)
Has a survey seen perfoimed to determine the presence of Asnostos Containing Materials''
Wii there be renovation tnat involves handtmg of any friaPie asbestos materials, or disturbing any matenal that contams nm-fiiabie asbestos?
Will there be demolition involving the removal of a load supporting structurai member'
YES NO
1 a •
2 • •
3 • •
4 • •
5 • •
Bnefly descnbe business activities:
Home Improvemeni Retail Sales
Bnefly describe proposeo project,
New 154,000 square foot retail building
1 <fedare urtder penalty of perjury that to the best of my ."cnowJedge and belief ihe/fsponsi Jim Madden
teme of Owner or Authonzed Agent
har«n^re true and coirect
SignaliM of Ownei- or Authonzed Agent
9 / 27 I 12,
Date
FIRE DEPARTMENT OCCUPANCY OJ^SSIFiCATION-.
BY _____ „
FOR OFFICIAL USE ONLY
DATE.
EXEMPT OR MO FURTHER IftfORMATION REOUIRED RBfASED FpR BUILDING PSRW BUT NOT FOR OCOUPANCT RELEASED FOR OCCUPANCY
COUNTV-HMO* APCD .-•'COlJST¥j:HM& • APCO COUMTY-riMD APCD
• ' , fmmc c
J 1 , \ • - ' , " : ,
'A statnp in this box ortiy exempts businesses from comptefing or upsJating Hazardous Wateriafs Business Plan Oiher permiltirig requirements may still apply
HM-9n\ (02,'n) County of San Diego -DEH-Hazanious IVIatcriais Diveion
SAN DIEGO REGIONAL
HAZARDOUS IVIATERIALS QUESTIONNAIRE
OFFICE USE ONLY
UPFP#
HV#
BP DATE /
Business Name L^^g.g Business Contact Tony Telephone #
( 760 ) 207-0401
Project Address
2515 Paiomar Airport Road
City
Carlsbad
state CA Zip Code 92008 020 1800
Mailing Address , „
2515 Palomar Airport Road (faJfsbad State CA Zip Code
92008
Plan File*
Project Contact ^
Tony Ellas
Telephone #
/ 760 ) 207-0404
The following questions represent the facility's activities, NOT the specific project description.
PART I: FIRE DEPARTWENT - HAZARDOUS IMATERIALS DIVISION: OCCUPANCY CLASSIFICATION: Indicate by circling the item, whether your business
will use, process, or store any of the following hazardous matenals If any of the items are circled, applicant must contact the Fire Protection Agency with
junsdiction prior to plan submittal Facili^^ Square Footage (including proposedjiraject); Occupancy Rating:
1 Explosive or Blasting Agents f^iOrganic Peroxides Cgy Water Reactives Cl^ Corrosives
2 Compressed Gases (^}oxidizers 10 Cryogenics (TO Other Health Hazards
(3) Flammable/Combustible Liquids 7^ Pyrophoncs ^T) Highly Toxic or Toxic Materials 15 None of These
FlammabSe Solids (S) Unstable ReactniBS 12 Radioactives
PART II- SAN DiEGO COUNTY DEPARTMENT OF ENVIRONMENTAL HEALTH - HAZARDOUS iWATERIALS DIVISIONS (HIVID): If the answer In any nf thP
questions is yes, applicant must contact the County of San Diego Hazardous Materials Division, 5500 Overland Ave , Suite 110, San Diego, CA 92123
Call (858) 505-6700 prior to the issuance of a building permit
FEES ARE REQUIRED Project Completion Date / / Expected Date of Occupancy ^ 1^ / ^ • CalARP Exempt
YES NO (for new construction or remodeling projects)
1 Kl O Is your business listed on the reverse side of this form''(checl< all that apply)
2 • • Will your business dispose of Hazardous Substances or ti/ledical Waste in any amount?
3 XI • VV?II your business store or handte Hazardous Substances in quantities equal to or greater than 55 gallons, 500 pounds
200 cubic feet, or carcinogens/reproductive toxins in any quantity?
4 • • Will your business use an existing or install an underground storage tank''
5 • • WII your business store or handle Regulated Substances (CalARP)''
en • Will your business use or install a Hazardous Waste TanSt System (Title 22, Article 10)?
7 • • WII your business store petroleum in tanks or containers at your facility with a total storage capacity equal to
or greater than 1,320 gallons'' (California's Aboveground Petroleum Storage Act)
Date Initials
• CalARP Required
Date Initials
• CalARP Complete
Date Initials
PART III: SAN DIEGO COUNTY AIR POLLUTION CONTROL DISTRICT- If the answer to any of the questions below IS yes, applicant must contact the Air
Pollution Control District (APCD), 10124 Old Grove Road, San Diego, CA 92131-1649, telephone (858) 586-2600 prior to the issuance of a bu'ldmg or demolition
permit. Note, if the answer to questions 4 or 5 is yes, applicant must also submit an asbestos notification form to the APCD at least 10 working days pnor to
commenang demolition or renovation, except demolition or renovation of residential structures of four units or less Contact the APCD for more information
YES NO
Will the subject facility or construction activities indude operations or equipment that emit or are capable of emitting an air contaminant? (See the
APCD factsheet at http /Awvjw sdancd.ora/info/facts/oermits odf. and the list of typical equipment requinng an APCD permit on the reverse side
ofthis from Contact APCD if you have any questions).
(ANSWER ONLY IF QUESTION 1 IS YES) Will the subject facility be located within 1,000 feet of the outer boundary of a school (K through 12)''
(Search the California School Directory at http-.//www cde.ca gov/re/sd/ for public and private schools or contact the appropriate school district).
Has a survey been performed to determine the presence of Asbestos Containing Matenals''
Will there be renovation that involves handling of any fnable asbestos matenals, or disturbing any material that contains non-fnable asbestos?
Will there be demolition involving the removal of a load supporting structural member?
1 m •
2 • •
3 • •
4. • •
5 • •
Bnefly descnbe business activities-
Home Improvement Retail Sates
Bnefly describe proposed project
New 154,000 square foot retail building
I fledare under penalty of perjury that to the best of my knowledge and belief theifsponsi Jim Madden
Name of Owner or Authorized Agent
herainare true and correct
Signat/rg of Owner or Authonzed Agent
/ 27 / 12
Date
FIRE DEPARTMENT OCCUPANCY CLASSIFICATION'.
BY:
FOR OFFICIAL USE ONLY
DATE-
EXEMPT OR NO FURTHER INFORMATION REQUIREO RELEASED FOR BUILDING PERMIT BUT NOT FOR OCCUPANCY RELEASED FOR OCCUPANCY
COUNTY-HMO* APCD COUNTY-HMD APCD COUNTY-HMD APCD
t. Reviewed '3.
!J Ddte/Initials 0 \, <f' ^ ot sa^ •
HM-9171 (02/11) Coimty ot San Diego - DEH - Hazardous Matenals Division
^ SAN DIEGO REGIONAL
HAZARDOUS MATERIALS QUESTIONNAIRE
OFFICE USE ONLY
UPFPi*
HV#
BP DATE /
Business Name, ,_ Lowes Business Contact
Tony
Telephone #
^760 ) 207-0401
Proiect Address
2515 Palomar Airport Road
City
Carlsbad
Slate CA Zip Code 92008 "^"^020 1800
Mailing Address
2515 Palomar Airport Road (fa^isbad Slate CA Zip Code
92008 Plan Fi!e#
Project Contact _
Tony Elias
Telephone*
( 760 ) 207-0404
The folloviring questions represent the facility's activities, NOT the specific project description.
PART I: FIRE DEPARTIVIENT - HAZARDOUS IVIATERIALS DIVISION: OCCUPANCY CLASSIFICATION: Indicate by circling the item, whether your business
will use, process, or store any of the following hazardous matenals If any of the items are circled, applicant must contact the Fire Protection Agency with
ii*ieHir>t'in»^ isri/MT t/\ rsltin criKmiHol CT^^^ilifu'^ Cmiom ITnnt'ifTa f'mi^hyHinn rimnnvari r\rf\iant\' f^f*r«iin'ipi#*tt D<ifiMM> jurisdiction prior to plan submittal Facilit
1 Explosive or Blasting Agents
2 Compressed Gases
(3) Flammable/Combustible Liquids
X Flammable Solids
s Square Footage (induding proposed nroject)
^Organic Peroxides \§J Water Reactives
^Oxidizers 10. Cryogenics
Pyrophoncs ~ tfy Highly Toxic or Toxic Materials
@ Unstable Reactives
Occupancy Rating:.
13J Corrosives
T« Other Health Hazards
None of These
Radioactives
PART II: SAN DIEGO COUNTY DEPARTMENT OF ENVIRONMENTAL HEALTH - HAZARDOUS MATERIALS DiVISIONS (HMD): If the answer to any of the
Oate
questions is yes, applicant must contact the County of San Diego Hazardous Materials Division, 5500 Overiand Ave., Suite 110, San Diego, CA 92123
Call (858) 505-6700 prior to the issuance of a building permit. ^ ^
FEES ARE REQUIRED. Project Completion Oate: / / Expected Date of Occupancy. ^ 1^1
(for new construction or remodeling projects)
Is your business listed on the reverse side of this forni"' (check al I that apply) ( QICJI 2"/cC/n/y| h IA
Will your business dispose of Hazardous Substances or Medical Waste in any amount? (j vJ
Will your business store or handle Hazardous Substances in quantities equal to or greater than 55 gallons, 500 pounds,
200 cubic feet, or carcinogens/reproductive toxins in any quantity? 0\l?//] i/^/rfi-ri^
Will your business use an existing or install an underground storage tank? /T 'r^
Will your business slore or handle Regulated Substances (CalARP)?
Will your business use or install a Hazardous Waste Tank System (Title 22, Article 10)
Will your business slore petroleum in tanks or containers at your facility v^th a t&tal storagercmescity JCIBSV^
or greater than 1,320 gallons? (California's Aboveground Petroleum Storage Act). | '-'^L ^KtLlI
PART III! SAN DIEGO COUNTY AIR POLLUTION CONTROL DISTRICT: if the answer to any of tile quel^SUlt^
Pollution Control District (APCD), 10124 Old Grove Road, San Diego, CA 92131-1649, telephone (853|586-2e00 prior to " permit Note: if the answer to questions 4 or 5 is yes, applicant must also submit an asbestos riolificpff^F^xo-toUheJ commencing demolition or renovation, except demolition or renovation of residential structures of four unltsnness-ijoniatt"
YES NO
1. •
2. • •
3. Si •
4. a •
5. • •
6. • •
7 • •
• CalARP Exempt
Initials
• CalARP Required
Initials
,RP Complete /
Date Initials
YES NO
1. •
2. • •
3. • •
4. • •
5. • •
must [contact the Air uildirtg or demolition
idiirffl days prior to
mfatrnalion.
Will the subject facility or construction activities include operations or equipmenl lhat emit or are capable of emitting an air contaminant? (See the
APCD factsheet at hltp.//viww.sd3pcd.orq/info/facts/permits pdf, and the list of typical equipment requinng an APCD permit on the reverse side
ofthis from. Contact APCD if you have any questions).
(ANSWER ONLY IF QUESTION 1 IS YES) Will the subject faality be located within 1,000 feel of the outer boundary of a school (K through 12)?
(Search the California School Directory at http Ihmiw cde.ca gov/re/sd/ for public and pnvate schools or contact the appropnate school district).
Has a survey been performed to delemiina the presence of Asbestos Containing Materials''
Will there be renovation that involves handling of any friable asbestos matenals, or disturbing any material lhat contains non-friable asbestos''
Will there be demolition involving the removal of a load supporting stmctural member?
Briefly descnbe business activities-
Home Improvement Retail Sales
Briefly describe proposed project.
New 154,000 square foot retail building
1 <ieclare under penally of perjury lhat to the best of my knowledge and tielief theHteppn! Jim Madden herein are true and correct.
Name of Owner or Authorized Agent Signature of Owner or Authonzed Agent
J 27 / 12
Date
FIRE DEPARTMENT OCCUPANCY CtASSIFICATION-_
BY-
FOR OFFICIAL USE ONLY.
DATE-
EXEMPT OR NO FURTHER INFORMATION REQUIRED RELEASED Fgg^UILDlNG PERWIT BUT NOT FOR OCCUPANCY RELEASED FOR OCCUPANCY
COUNTY-HMD* APCD APCO COUNTY-HMD APCD
aiu^.
HM-917t (02/11) County of San Diego - DEH - Hazardous Materials Division
INDUSTRIAL WASTEWATER DISCHARGE PERMIT
SCREENING SURVEY
Date
Business Name
street Address 6/1 i ^ C^nnfy\'f7 ^ytA
Email Address
PLEASE CHECK HERE IF YOUR BUSINESS IS EXEMPT: (ON REVERSE SIDE CHECK TYPE OF BUSINESS)
Check all below that are present at your facility:
Acid Cleaning
Assembly
Automotive Repair
Battery Manufacturing
Biofuel Manufacturing
Biotech Laboratory
Bull< Chennical Storage
Car Wash
Chemical Manufacturing
Chemical Purification
Dry Cleaning
Electrical Component
Manufacturing
Fertilizer Manufacturing
Film/X-ray Processing
Food Processing
Glass Manufacturing
Industrial Laundry
lnl< Manufacturing
Laboratory
Machining / Milling
Manufacturing
Membrane Manufacturing
(i.e. water filter membranes)
Metal Casting / Forming
Metal Fabrication
Metal Finishing
Electroplating
Electroless plating
Anodizing
Coating (i.e. phosphating)
Chemical Etching / Milling
Printed Circuit Board
Manufacturing
Metal Powders Forming
Nutritional Supplement/
Vitamin Manufacturing
Painting/Finishing
Paint Manufacturing
Personal Care Products
Manufacturing
Pesticide Manufacturing /
Packaging
Pharmaceutical Manufacturing
(including precursors)
Porcelain Enameling
Power Generation
Print Shop
Research and Development
Rubber Manufacturing
Semiconductor Manufacturing
Soap / Detergent Manufacturing
Waste Treatment / Storage
SIC Code(s) (if known):.
Brief description of business activities (Production / Manufacturing Operations):_
Description of operations generating wastewater (discharged to sewer, hauled or evaporated):
Estimated volume of industria! wastewater to be discharged (gal / day):,
List hazardous wastes generated (type / volume):
Date operation began/or will begin at this location: OC"
Have you applied for a Wastewater Discharge Permit from the Encina Wastewater Authority?
Yes No If ves, when: (VTX t/yi6 {/\A—
Site Contact H( dhzjl^ ^^^"^ Title P^^"t" M^l^
Sianaturg-^^ky^^^W
ENCINA WASTEWATER AUTHO 200 Avenida Encinas
FAX- (760)476-9852
Phone No.
ncinas Carlsbad, tk '92011 (760) 438-3941
CB131185 2515 PALOMAR AIRPORT RD
I OWES-STORAGE RACKS
J2^
Gin I 15 - p]a^(l.r=<^-
SW QlSSUED •cv
Approved Date By
BUILDING
PLANNING ^(M/ l^
ENGINEERING ] ^//^//^
FIRE Expedite? Y (^\/Lt^ C)^/l^l / i-h
AFS Checked by ^ /
Haztv/lat
APCD
Health
Forms/Fees Sent Rec'd Due? By
Enema Y N
Fire Y N
HazHealthAPCD Y N
PE&M Y N
School Y N
Sewer Y N
Stormwater Y N
Special Inspection Y N
CFD: Y ^
LandUse
CFD: Y ^
LandUse Density ImpArea FY Annex Factor
PFF: Y ('hi)
Comments" Date Date Date Date
Building
Planning
Engineenng
Fire 6//V//e>
/ IJDone
• Done
• Done
• Done
• Done