HomeMy WebLinkAbout1940 Camino Vida Roble; ; CBC2018-0391; Permit{city of
Carlsbad
Commercial Permit
Print Date: 11/20/2018 Permit No: CBC2018-0391
Job Address:
Permit Type:
Parcel No:
Valuation:
Occupancy Group:
# Dwelling Units:
Bedrooms:
1940 Camino Vida Roble
BLDG-Commercial
2120921300
$9,570.00
Work Class: Tenant Improvement
Lot#:
Reference #:
Construction Type:
Bathrooms:
Orig. Plan Check#:
Status:
Applied:
Issued:
Permit
Finaled:
Inspector:
Closed -Finaled
07/18/2018
09/11/2018
PBurn
Plan Check#:
Final
Inspection: 11/20/2018 10:29:31AM
Project Title:
Description: CAL-COMP USA: HIGH PILE STORAGE RACKING
Applicant: Owner: Contractor:
TURA BILLET HAMANN PROPERTY MANAGEMENT CROWN LIFTTRUCKS
44 S Washington St
619-696-6747
1000 Pioneer Way
EL CAJON, CA 92020 NEW BREMEN, OH 45869-1247
619-696-6747
BUILDING PERMIT FEE ($2000+)
BUILDING PLAN CHECK FEE (BLDG)
ELECTRICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL
FIRE High Piled Storage
MECHANICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL
S81473 GREEN BUILDING STATE STANDARDS FEE
STRONG MOTION-COMMERCIAL
Total Fees: $1,012.11 Total Payments To Date: $1,012.11 Balance Due:
Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter
collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these
fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the
protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section
3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their
imposition.
You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection
fees and capacity changes, nor pfanning, zoning, grading or other similar application processing or service fees in connection with this
project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the
statute of limitation has previously otherwise expired.
$0.00
1635 Faraday Avenue, Carlsbad, CA 92008-7314 I 760-602-2700 I 760-602-8560 f I www.carlsbadca.gov
$114.96
$80.47
$41.00
$733.00
$39.00
$1.00
$2.68
;-,iE FOLLO~ING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE: •PLANNING •ENGINEERING •BUILDING •FIRE •HEALTH 0HAZMAT/APCD
(city of Building Permit Application Plan Check No.cec,:z.o1st-'D?A I
1635 Faraday Ave., Carlsbad, CA 92008 Est. Value L.\ , ~ 70-
Carlsbad Ph: 760-602-2719 Fax: 760-602-8558 Plan Ck. Deposit email: building@carlsbadca.gov
www.carlsbadca.gov Date I -f~ -1 X
JOB ADDRESS SUITEI/SPACE#/UNIT#
I"" 212 1940 CAMINO VIDA ROBLE -092 -13 -00
CT/PROJECT# rOT # Lt71' Ll"I
I
PHASE# I# OF UNITS I# BEDROOMS # BATHROOMS r•••• eus~•;c:~~MP USA I coN;;~:;" I oc~ffi:~P
"'"" II " o q DESCRIPTION OF WORK: Include Square Feet of Affected Area(s)
STORAGE RACKING
EXISTING USE I PROPOSED USE I I GARAGE (SF) PATIOS (SF) 'DECKS (SF) FIREPLACE IAIR CONDITIONING I FIRE SPRINKLERS
STORAGE RACKING STORAGE RACKI~ YES[), Nc{Z] YES[Z]No• YES[Z]No•
APPLICANT NAME CROWN LIFT TRUCKS PROPERTY OWNER NAME TECH PLEX#2 Primary Contact
ADDRESS ADDRESS
12725 STOWE DR 1000 PIONEER WAY
CITY STATE ZIP CITY STATE ZIP
POWAY a CA 92064 EL CAJON CA 92020
PHONE IFAX PHONE IFAX 619-696-6747 858-513-4965
EMAIL TURA.BILLET(ii;C,Q,1>w rJ .COM
EMAIL
DESIGN PROFESSIONAL STRUCTURAL ENGINEERING DESIGN INill CONTRACTOR BUS. NAME CROWN LIFT TRUCKS
ADDRESS ADDRESS
1815 WRIGHT AVE 12725 STOWE DR
CITY STATE ZIP CITY STATE ZIP
LAVERNE CA 91750 POWAY CA 92064
PHONE IFAX PHONE IFAX 714-632-7330 714-632-7763 619-696-6747 858-513-4965
EMAIL EMAIL
BOB@SCEDINC.COM CROWN.COM
I STATE UC. '26608 STATE UC.# I CC61 /D24 I CllY BUSBLOS1212510 781358 C61/D21
(Sec~ 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant tor such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's license Law /Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code) or that he is exempt therefrom, and the basis for the alleged 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
Workers' Compensation Declaration: / hereby affinn under penalty of perjury one of the following declarations: D I have and will maintain a certificate of consent to self-Insure for workers' r.ompensation as provided by Section 3700 of the Labor Code, for the pertormance of the work for 'Nhich this permit is issued.
[Z] I have and will maintain workers' com1Jensation, as reQuired by Section 3700 of the Labor Code, for the pertormance of the work for which this permit is issued. My workers' compensation insurance carrier and policy
number are: Insurance co. ACE AMERICAN INSURANCE COMPANY/GALLAGHER BASSETT Policy No. WLRCS-4-414628 Expiration Date 101112018
This section need not be completed if the permit is for one hundred dollars ($100) or less. 0 Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of
California. WARNING: Failure to secure workers' compensation coverage Is unlawful, and shall subject an employer to criminal penalties and clvll fines up to one hundred thousand dollars (&100,000), in
addition to the cost of compensation, damages a r · ed for In Section 3706 of the Labor code, interest and attorney's fees .
.85 CONTRACTORSIGNATURE
/ hereby affinn that I am exempt from Contractor's License Law for the following reason: •
•
•
I, as owner of the property, am exclusively contracting with licensed r.ontractors to rue! the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of
property 'Nho builds or improves thereon, and r.ontracts for such projects wi ractor(s) licensed pursuant to the Contractor's License Law).
I am exempt under Section ____ ,Business and Professi ode for this reason:
1. I personally plan to pro11kfe the major labor and mat for construction of the proposed property impro11ement. 0Yes 0No
2. I (ha11e I have not) signed an applk:ation for ding permit for the proposed work.
n (firm) to prollide the proposed construction (include name address/ phone/ r.ontractors' license number):
4. I plan to pro11ide portions of th rk, but I have hired the following person to coordinate, supervise and prollide the major work (include name /address/ phone/ r.ontractors' license number):
rk, but I ha11e contracted (hired) the following persons to provide the work indicated (include name I address I phone I type of work.):
.8$ PROPERTY OWNER SIGNATURE )tAGENT DATE
" "
COMPLETE THIS SECTION FOR NON-RESIDENTIAL BUILDING PERMITS ONLY
Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the
Presley-Tanner Hazardous Substance Account ActJ • Yes • No
Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? D Yes • No
Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? • Yes D No
IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY 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.
CONSTRU,CTION LENDING AGENCY
I hereby affirm that there 1s a construction lending agency for the performance of the work this permit 1s issued (Sec 3097 (1) C1v1I Code)
lender's Name lender's Address
APPLICANT CERTIFICATION
I certify that I have read the application and state that the abolle infomiation is correct and that the infonnation on the plans Is accurate. I agree to comply 'Mth all City ordinances and St.ate laws relating to building consbuclion.
I hereby authorize representative oflhe Otyof Garlsboo to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD
AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANYWAY ACCRUE AGAINST SAID CITY IN CONSEOOENCE OF THE GRANTING OF THIS PERMIT.
OSHA: An OSHA permit is required for excavations over 5'0' deep and demolition or construction of structures over3 stories in height.
EXPIRATION: Every pennit issued by the Building Official under the provisions of this C.ode shall expire by limitation and become null and void if the building or work authorized by such perm~ is not commenced within
180 days from the date of such pennit or if the ilding or work authorized by such pennit is suspended or abandoned at any time after the work is commenced for a period of 180 days (Section 106.4.4 Unifonn Building C.ode),
~ APPLICANT'S SIGNATURE DATE
PERMIT INSPECTION HISTORY REPORT (CBC2018-0391)
Permit TypP.: BLDG-Commercial Application Date: 07/18/2018 Owner: HAMANN PROPERTY
MANAGEMENT
Work Class: Tenant Improvement Issue Date: 09/11/2018 Subdivision: CARLSBAD TCT#81-46 UNIT#02
Status: Closed -Finaled Expiration Date: 03/19/2019 Address: 1940 Camino Vida Roble
Carlsbad, CA 92008-6516
IVR Number: 12624
Scheduled Actual Complete
Date Start Date Inspection Type Inspection No. Inspection Status Primary Inspector Re inspection
09/13/2018 09/1312018 BLDG-14 069901-2018 Passed Paul Burnette Complete
Frame/Steel/Bolting/
Welding (Decks)
Checklist Item COMMENTS Passed
BLDG-Building Deficiency No
09/20/2018 09/20/2018 BLDG-Final 070540-2018 Failed Paul Burnette Reinspection Complete
Inspection
Checklist Item COMMENTS Passed
BLDG-Building Deficiency No
BLDG-Plumbing Final No
BLDG-Mechanical Final No
BLDG-Structural Final No
BLDG-Electrical Final No
11/20/2018 11/20/2018 BLDG-Final 076493-2018 Passed Andy Krogh Complete
Inspection
Checklist Item COMMENTS Passed
BLDG-Structural Final Yes
BLDG-Fire Flnal 070104-2018 Scheduled Cindy Wong Incomplete
Checklist Item COMMENTS Passed
FIRE-Building Final No
Checklist Item COMMENTS Passed
FIRE-Building Final No
Checklist Item COMMENTS Passed
FtRE-Building Final No
November 20, 2018 Page1of1
\
~ «~~ ~ CITY OF
CARLSBAD
SPECIAL INSPECTION
AGREEMENT
B-45
Development Services
Building Division
1635 Faraday Avenue
760-602-2719
www.carlsbadca.gov
In accordance with Chapter 17 of the California Building Code the following must be completed when work being performed
requires special Inspection, structural observation and construction material testing.
Project/Permit:~20 \ 5-0 3"'\ l Project Address: 1940 Gamjno Vida Roble. Gadsbad. CA 92008
A. THIS SECTION MUST BE COMPLETED BY THE PROPERTY OWNER/AUTHORIZED AGENT. Please check if you are Owner-Builder
•. (If you checked as owner-builder you must also complete Section B of this agreement.)
Name: (Please print,-) _,.S~aum=u~e"-1 __________ L.._ __________ _,Pc.au.urt..,A11.r _____ _
(First) (1111.I.) (Last)
Mailing Address· 1940 Camino Vjda Roble, Garlsbad, CA 92008
Email· sporter@calcompusa.com Phone· 858-354-4800
I am: •Property Owner ,fF,roperty Owner's Agent of Record •Architect of Record •Engineer of Record
State of California Registration Numbe · Expiration Dale: ________ _
AGREEMENT: I, the undersigned, declare under penalty of perjury under the laws of the State of California, that I have read,
understand, acknowledge and is".-tn-c:nmply with the City of Carlsbad requirements for special inspections, structural
observations, constr.uctio erials testing an -site fabrication of building components, as prescribed in the statement of
special inspections n a n the approved plans d, as required by the California Building Code.
Signatur Date: ---"''5+/,.;;'l~/4:+-=R--'-----
B. ESPONSIBILITY (07 CBC, Ch 17, Section 1706). This section must be completed by the
contractor/ builder/ owner-builder.
Contractor's Company Name:_C.c__ro:._w_n_L_ift_T_r_uc_k_s ___________ Please check if you are Owner-Builder •
Name: (Please prlnt) ___ ...:C:.:rc.::o;,:w.:.:nc...=.L:.:ift:.T.c..:.cru:.:c::.k::sc.... ___ ~cc-----------~~--------
(FrrstJ (M.I.) {Last)
Mailing Address: __ __:1.=2.:..72=5=-=S-=lo:.:w.:..:e=-D=r :....P.::.ow=ay,_,,_:C:.:A.:....::9=.20::.:6:_4;__ _______________ _
Email: --~---_-·_·1 ________________ Phone: __ 61_9_-_6_96_-_6.:..74-'-7'------
State of California Contractor's License Number:_.:..78::.1.:..:3:::5:::8:..... _____ Expiration Date: 7/31/2018
• I acknowledge and, am aware, of special requirements contained in the statement of special inspections noted on
the approved plans;
• I acknowledge that control will be exercised to obtain conformance with the construction documents approved by the
building official;
• I will have in-place procedures for exercising control within our (the conlractor's) organization, for the method and
frequency of reporting and the distribution of the reports; and
• I certify that I will have a qualified person within our (the contractor's) organization to exercise such control.
• I will proVide a final report /letter In comp/lance with CBC Section 1704.1.2 prior to requesting final
inspection. 0 • ~""
Signature~: --~=\--'-· -"-L-\Jk_,,._,,_J:='LJ...--. ___ Date: cllih:£
B-45 Page 1 of 1 Rev. 08/11
\
BDJ Consl!ltint;, !nc.
A Califomia C-01µ0,·aUon
17582 Orange Dr.
Yorba Linda
CA 92886
Cell (71-t:) 863-9180
Fax (877) 764-3939
1•/( F •
CONSULTING, INC.
Observation Report and Observation Agreement
Job Address
Job Name
Observer
Samples: Quantity=
City Permit#
'2''-~.?4D
Architect
, Engineer C. s_
Contractor C c ~
Subcontractor -~
S.
Sa.
Description c,f Wa,-k Observed: _ _.,_\.d""--~.A--vi==c.,......_,_1_,--l-=c-'--'r>=-:,.._ ________________ _
DATE: Cf / I ( / , <;,., I
I /
..
/-· ,"7
,t "": .... 1.'~!..•,.::., ::, ,·;~.•t.::, . ..,,i•~~·-••.:. :.i,f.'~!:
•.,"" • • • • , _ .'~ ' _ J."" _ _ ; • ! _ .'~ ' • '. "" • • • • t _ .~ ' ~.,"' • • ~ • I_ •~ I ~,I,.._ f-----------------------------'•• •i. .. , , •• • H '° ,, -,. ',. •11 • 1, • h '•! ••• "'I• •I;.,'••
f-----------------------------:~:::~ ~·:~·~~;~.-~~::·~~"/ __ ~~:~~:~:: ~:.\~!:~~::·:·~~~,~~~~:
1,,· 11\1,·•·• ,.'\1 1 ·•,,-,.,;\,,1""••·•·••\1,,
'-----------------------------, ,_ ,. ~ • '~ , ,. I ., •: .,_••..,I • _._;• ,:' ol •'"' •• .;;;· _,:, ,1.=,o
By this signature on the this Observation Report. I acknowledge
that BDJ Consulting, Inc. performed the above observation.
Approv by:
Certification of Compliance
We hereby c5ttfy that,. at the time-of this obseNation. we have observed all of the above
reported work, unless othenvis& noted. To !he-best of our knowledge and be:iaf, we MW, foood
this work to comply with the approved plat1s, specifications, and applicable section{s) of the
Uniform Building Code, as applicable to the locality where this proj~t is located. This report
cannot be construed to ba a retomrneni:latlon of worll of any natl.ll'e to ba performed. The
perlorrnance of our obseivatic I ject to the tsrms and condiliO!'ls as described on
the reverse side of~Jl"!~~.., . The Owner or a -SI.IGCE!SSDI' in .-itaest shall holq\(;,); 'l,i;i,i-.; \
harmless BDJ C -many and all isgal pr~ anynaturev.tlatsoever, th<\1:.; t-1~.c'.' _: :_•~_;;;f
smvices . : -:;:~-;~r~•·:i,'·'.;{~~)1>
'••~ I '· <--.:;~:
Specialty
WHITE-OFFICE COPY, CANARY-ACCOUNTING COPY, PfHK-0!3SERVERS COPY, BOTTOM WffiTE-JOBSITE COPY
DATE: 7/31/2018
JURISDICTION: City of Carlsbad
PLAN CHECK#.: CBC2018-0391
✓• EsG1I
A SAFEbuilfCompany
SETI
PROJECT ADDRESS: 1940 Camino Vida Roble
PROJECT NAME: Storage Racks for Cal Comp
,
• APPLICANT • JURIS.
[:8J The plans transmitted herewith have been corrected where necessary and substantially comply
with the jurisdiction's building codes.
D The plans transmitted herewith will substantially comply with the jurisdiction's
codes when minor deficiencies identified below are resolved and checked by building
department staff.
D The plans transmitted herewith have significant deficiencies identified on the enclosed check list
and should be corrected and resubmitted for a complete recheck.
D The check list transmitted herewith is for your information. The plans are being held at EsGil
until corrected plans are submitted for recheck.
D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant
contact person.
D The applicant's copy of the check list has been sent to:
[:8J EsGil staff did not advise the applicant that the plan check has been completed.
D EsGil staff did advise th applicant that the plan check has been completed.
Person contacted:
Date contacted:
Mail Telephon
Telephone#:
(by~) Email:
Fax In Person
[:8J REMARKS: 1. Fire Department approval is required. 2. City to field verify that the path of travel
from the handicapped parking space to the rack area and the bathrooms serving the rack area
comply with all the current disabled access requirements.
By: David Yao
EsGil
7/23/18
Enclosures:
9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576
City of Carlsbad CBC2018-0391
7/31/2018
[DO NOT PAY -THIS IS NOT AN INVOICE]
VALUATION AND PLAN CHECK FEE
JURISDICTION: City of Carlsbad
PREPARED BY: David Yao
PLAN CHECK#.: CBC2018-0391
DATE: 7/31/2018
BUILDING ADDRESS: 1940 Camino Vida Roble
BUILDING OCCUPANCY:
BUILDING AREA Valuation Reg.
PORTION (Sq.Ft.) Multiplier Mod.
racks per city
Air Conditioning
Fire Sprinklers
TOTAL VALUE
Jurisdiction Code cb By Ordinance
-------------
1997 UBC Buildin Permit Fee ,.. g -~
Pla~--(heck Fee by o;di~ance --------;-i
----------------------_ __:: _ _1_
VALUE
Type of Review: Complete Review D Structural Only
D Repetitive Fee
--___ ~] Repeats
Comments:
D Other
D Hourly
EsGil Fee
f--------11 Hr. @ *
($)
9,570
9,570
$69.901
Sheet of
Structural
Engineering
$ Design, Inc
1815 Wright Ave
La Verne, Ca. 91750
Tel: 909-596-1:351 Fax: 909-596-7186
Project Nome : CAL -COMP USA
Project Number: LV-053118-2
Dote: 07/10/18
Street Address: 1940 CAMINO VIDA ROBLE
City/State : CARLSBAD, CA 92008
Scope of Work : SELECTIVE
o ro ,.-. a..-_
C"l O ..,~ ..---(:::! _
N o:> ,..,,
O'l ...... 0 o-N I'-I N 00 ..--
0
N
0 m
0
. Structural
Engineering & Design Inc.
1815 Wright Ave La Verne CA 91750 Tel 909 5961351 fax· 909 596 7186
By: Bob
TABLE OF CONTENTS
Title Page .
Table of Contents ................... .
Design Data and Definition of Components ...
Critical Configuration ........................... .
Seismic Loads ..
Column ...
Beam and connector ............. .
Bracing .
Anchors ................... .
Base Plate ....... .
Slab on Grade ..... .
type I select-Cal Comp
Project: Cal Comp USA
1
2
3
4
5 to 6
7
8 to 9
10
11
12
13
Page (X of I~
Project#: LV-053118-2
G/1/2018
. Structural
Engineering & Design Inc.
1815 Wright Aye La Verne CA 91750 Tel· 909.596.1351 Fax 909 596 7186
By: Bob Project: Cal Comp USA Project#: LV-053118-2
Design Data
1) The analyses herein conforms to the requirements of the:
2012 !BC Section 2209
2016 CBC Section 2209A
ANSI MH 16.1-2012 Specifications for the Design of Industrial Steel Storage Racks "2012 RMI Rack Design Manual"
ASCE 7-10, section 15.5.3
2) Transverse braced frame steel conforms to ASTM A570, Gr.55, with minimum strength, Fy=SS ksi
Longitudinal frame beam and connector steel conforms to ASTM A570, Gr.55, with minimum yield, Fy=SS ksi
All other steel conforms to ASTM A36, Gr. 36 with minimum yield, Fy= 36 ksi
3) Anchor bolts shall be provided by installer per ICC reference on plans and calculations herein.
4) All welds shall conform to AWS procedures, utilizing E70xx electrodes or similar. All such welds shall be performed
in shop, with no field welding allowed other than those supervised by a licensed deputy inspector.
5) The existing slab on grade is 5.5" thick with minimum 2500 psi compressive strength. Allowable Soil bearing capacity is 750 psf.
The design of the existing slab is by others.
6) Load combinations for rack components correspond to 2012 RMI Section 2.1 for ASD level load criteria
Definition of Components
Frame
Height
A
~ Beam
~=:tl======lil=l=====tl=
(:=ll======lJl::l:==.====lt
Product
(:
Beam
Spacing
Beam
Length
Front View: Down Aisle
(Longitudinal} Frame
+
type I 5elect-Cal Comp
Column
:j
Beam to Column
Connector
:j
Base Plate and
Anchors
j
Pa':Je:, of l J
L_ Frame ..J
I Deoth 7
Section A: Cross Aisle
/Transverse ) Frame
Horizontal
Brace
Diagonal
Brace
GI 1/2018
\
· . Structural
Engineering & Design Inc.
1815 Wrjqht Ave La Verne CA 91750 Tel 909 5961351 Fax· 909 596 7186
By: Bob Project Cal Comp USA Project#: LV-053118-2
Configuration &. Summary: TYPE 1 SELECTIVE RACK
T
80"
2 40" + 80" + 80"
.. .I
'
Seismic Criteria
Ss=l.084, Fa=l.066
Component
Column
Column & Backer
Beam
Beam Connector
Brace-Horizontal
Brace-Diagonal
Base Plate
Anchor
Slab & Soil
Level j Load**
1
2
3
Per Level
3,000 lb
3,000 lb
3,000 lb
96"
# Bm Lvls
3
Fv=SS ksi
None
Fy=SS ksi
Fy=SS ksi
Fy=SS ksi
Fy=SS ksi
Fy=36 ksi
2 per Base
Beam Spcg
80.0 in
80.0 in
80.0 in
** Load defined as product weight per pair of beams
Notes !4 tab @ lvl 1
type I select-Cal Comp
i
68" +
240" +1,c--~-------J + Ir------,
32"
J._
,j-c-42" --,r
Frame Depth Frame Height # Diagonals
42 in 240.0 in 4
Description
Mecalux 312 3.06"x2.69"x0.105"
None
Intlk 32E 3.25Hx2.75Wx0.063"Thk
**RACK COLUMN REACT10NS
ASDLOADS
AXIAL DL= 113 lb
AXIAL LL= 4,SOO lb
SEISMIC AXIAL Ps=+/-6,044 lb
BASE MOMENT= 8,000 in-lb
Beam Length Frame Type
96in Single Row
STRESS
P=4613 lb, M=15601 in-lb 0.89-0K
None N/A
Lu=96 in I Capacity: 3422 lb/pr 0.88-0K
Lvl 1: 3 Tab OK I Mconn=8002 in-lb I Mcap=8828 in-lb 0.91-0K
Mclx USlS Sgl l.97xl.38x16ga(U80/3lx)
Mclx USlS Sgl l.97xl.38x16ga(U80/31x)
7.283x5.118x0.394 I Fixity= 8000 in-lb
0.5" x 3.25" Embed HILT! KWIKBOLTTZ ESR 1917 Inspection Reqd (Net Seismic Uplift=3712 lb)
5.5" thk x 2500 psi slab on grade. 750 psf Soil Bearing Pressure
Brace
32.0 in
64.0 in
64.0 in
68.0 in
I Story Force I Story Force
Transv Long it.
201 lb
402 lb
603 lb
102 lb
204Ib
307Ib
Total: 1,205 lb 613Ib
Page 'f of I ?J
Column
Axial
4,613 lb
3,075 lb
1,538 lb
I Column J Conn.
Moment Moment
15,601 "#
10,216 "#
6,130 "#
11,316 "#
8,002 "#
4,426 "#
0.22-0K
0.82-0K
0.59-0K
0.892-0K
0.57-0K
Beam
Connector
3 Tab NG
3 Tab OK
3 Tab OK
G/1 /20 I 8
· . Structural
Engineering & Design Inc.
1s1swrjghtAve La Verne CA91750Tel·9095961351 Fax 9095967186
By: Bob Project: Cal Comp USA
Seismic Forces Configuration: TYPE 1 SELECTIVE RACK
Lateral analysis is performed with regard to the requirements of the 2012 RMI ANSI MH 15.1-2012 Sec 2.6 & ASCE 7-10 sec 15.5.3
Transverse (Cross Aisle) Seismic Load I
V= Cs*Ip*Ws=Cs*Ip*(0.67*P*Prf+D) v,
Csl= Sds/R
= 0.1926 Cs-max* Ip= 0.1926
Cs2= 0.044*Sds Vmrr.= 0.015
= 0.0339 Eff Base Shear=Cs= 0.1926 TtJnwmr Flootion
Cs3= 0.5*S1/R Ws= (0.67*P4,f1 * PL)+Dl (RMI 2.6.2)
= 0.0523 ~---=-'6"',2"'5"-5-"lb'--~-----~
Cs-max= 0.1926 Vtransv=Vt= 0.1926 * (225 lb + 6030 lb)
Base Shear Coeff=Cs= 0.1926
Level
I
2
3
PRODUCT LOAD P
3,000 lb
3,000 lb
3,000 lb
P*0.67*PRF1
2,010 lb
2,010 lb
2,010 lb
sum: P=9000 lb 6,030 lb
Lonaitudinal (Downaisle) Seismic Load
Etransverse= 1,205 lb
Limit States Level Transverse seismic shear per upright
DL h1 w1*h1
?Sib
751b
751b
2251b
80in
!60in
240in
W=6255 lb
166,800
333,600
500,400
1,000,800
Project#: LV-053118-2
Ss= 1.084
SI= 0.418
Fa= 1.066
Fv= 1.582
Sds=2/3*Ss*Fa= 0.770
Sd1=2/3*Sl *Fv= 0.441
ca=0.4*2/3*Ss*Fa= 0.3081
(Transverse, Braced Frame Dir.) R"' 4.0
Ip= LO
PRFl= 1.0
Pallet Height=hp= 48.0 in
DL per Beam lvl= 75 lb
Fi Fi*(hi+h /2)
200.8 lb 20,883-#
401.7 lb 73,913-#
602.5 lb 159,060-#
1,205 lb l=253,856
Similarly for longitudinal seismic loads, using R-6.0 Ws= (0.67 * PLRe2 * P) + DL PRF2-1.0 CJD 10
Csl=Sdl/(T*R)= 0.0980
Cs2= 0.0339
Cs3= 0.0348
Cs-max= 0.0980
Level
1
2
3
PRODUC LOAD P
3,000 lb
3,000 lb
3,000 lb
= 6,255 lb (Longitudinal, Unbraced Dir.) R= 6.0
Cs=Cs•max*Ip= 0.0980 T, 0.75 sec I Vlong= 0.098 * (225 lb+ 6030 lb) I
Elongltudinal= 613 lb Limit StJIW Level Longlt. seismic she;,r per upright
P*0.67*PRF2
2,010 lb
2,010 lb
2,010 lb
DL
751b
751b
75 lb
h1
80in
160in
240in
wi*hi
166,800
333,600
500,400
or 1't::J
C]rl DD
Fi Ftont Vtew
102.2 lb
204.3 lb
306.5 lb
sum: =======6=03=0=1=b===2=2=5=1b====W===6=2=5=5=1b=====l=0=0=0!:8=00=======61=3=1=b========
type I select-Cal Comp
_,;-
Page ~ of G/1/2018
· .Struc;;tural
Engineering & Design Inc.
1815 Wright Aye La Verne GA 91750 Tel 909 596 1351 Fax· 909 596 7186
By: Bob Project: Cal Comp USA
Downaisle Seismic Loads Configuration: TYPE 1 SELECTIVE RACK
Determine the story moments by applying portal analysis. The base plate is assumed to provide partial fixity.
Seismic Story Forces
Vlong= 613 lb
Vcol=Vlong/2= 307 lb
Fl= 102 lb
F2= 204 lb
F3= 307 lb
Seismic Story Moments
Typical (ramc made
o( two columm
-EJ GEJ:GEJ:G
-EJ G EJ:G EJ:G
' '
Conceptual System
Mbase-max= 81000 in-lb
Mbase-v= (Vcol*hleff)/2
<=== Default capacity hl-eff= hl -beam clip height/2
= 77in
= 11,800 in-lb <=== Moment going to base
Mbase-eff= Minimum of Mbase-max and Mbase-v
= 8,000 in-lb
M 1-1= [Veal* hleff]-Mbase-eff
= (307 lb * 77 in)-8000 in-lb
= 15,601 in-lb
M 2-2= [Vcol-(Fl)/2] * h2
= [307 lb -102.2 lb]'80 in/2
= 10,216 in-lb
Vcol
h2
h 1
Project#: LV-053118-2
Typ1d 1-'r,1rnc maJc
o( two wlum11, --✓----,
1:l__l)[I __ Jjl 11~
i
1r1
Beam to Column
Elevation
COL
Mseis= (Mupper+Mlower)/2
Mseis(l-1)= (15601 in-lb+ 10216 in-lb)/2
= 12,908 in-lb
Mseis(2-2)= (10216 in-lb+ 6130 in-lb)/2
= 8,173 in-lb rho= 1.0000
Summary of Forces
LEVEL hi Axial Load Column Moment** Mseismic**
1 80in 4,613 lb 15,601 in-lb 12,908 in-lb
2 80in 3,075 lb 10,216 in-lb 8,173 in-lb
3 SO in 1,538 lb 6,130 in-lb 3,065 in-lb
Mconn= (Mseismic + Mend-fixity)*0.70*rho
Mconn-allow(3 Pin)= 8,828 in-lb
**all moments based on limit states level loading
type I select-Cal Comp Page 0 of lJ
Mend-fixity Mconn** Beam Connector
3,258 in-lb 11,316 in-lb 3 Tab NG
3,258 in-lb 8,002 in-lb 3 Tab OK
3,258 in-lb 4,426 in-lb 3 Tab OK
G/1/2018
Structural
Engineering & Design Inc.
1815 Wright Aye La Verne CA 91750 Tel· 909.596.1351 fax· 909 596 7186
By: Bob Project: Cal Comp USA Project#: LV-053118-2
Column (Longitudinal Loads) Configuration: TYPE 1 SELECTIVE RACK
Section Properties
Section: Mecalux 312 3.06"x2.69"x0.105"
Aeff = 0.782 inA2
Ix = 1.132 in"4
Sx = 0.740 inA3
rx = 1.203 in
Qf= 1.67
Iy = 0.636 inA4
Sy = 0.422 in A 3
ry = 0.902 in
Fy= 55 ksi
Kx = 1.7
r ,.o•o •• _,.I
Cmx= 0.85
E= 29,500 ksi
Loads Considers loads at level 1
COLUMN DL= 112 lb Critical load cases are: RMI Sec 2.1
Lx = 78.4 in
Ky= 1.0
Ly= 32.0 in
Cb= 1.0
~r
0.105 in
2.690 in
_L
COLUMN PL= 4,500 lb Load Case 5:: {1+0.l0S*Sds)D + 0.75*{1.4+0.14Sds)*B*P + 0.75*(0.l*rho*E)<= 1.0, ASD Method
Meal= 15,600 in-lb axial load coeff: 0.7916244 * P seismic moment coeff: 0.5625 * Meo/
Sds= 0.7704 Load Case 6:: {1+0.104*Sds)D + (0.85+0.14Sds}*8*P + {0.l*rho*E)<= 1.0, ASD Method
1 +0.105*Sds= 1.0809 axialload coeff: 0.67050 seismic moment coeff: 0.7 * Meal
By analysis, Load case 6 governs ut1llz1ng loads as such
Moment=Mx= 0.7*rho*Mcol
l.4+0.14Sds= 1.5079
1+0.14Sds= 1.1079
0.85+0.14*Sds= 0.9579
B= 0.7000
rho= 1.0000
Axial Anal sis
bial Load=Pax= 1.107856*112 lb+ 0.957856*0.7*4500 lb
= 3,141 lb = 0.7 * 15600 in-lb
= 10,920 in-lb
KxLx/rx = l.7*78.375"/l.203"
= 110.8
Fe= nA2E/(KL/r)maxA2
= 23.7ksi
Pn= Aeff*Fn
= 18,556 lb
P/Pa= 0.33 > 0.15
Bendin Anal sis
KyLy/ry = I *32"/0.9021"
= 35.5
Fy/2= 27.5 ksi
Qc= 1.92
Check: Pax/Pa + (Cmx*Mx)/(Max*µx) ~ 1.0
P/Pao + Mx/Max ~ 1.0
Pno= Ae*Fy Pao= Pno/Qc
= 0.782 inA2 *55000 psi
= 42,999 lb
= 42999Ib/l.92
= 22,395 lb
Fe < Fy/2
Fn= Fe
= nA2E/(KL/r)maxA2
= 23.7 ksi
Pa= Pn/Qc
= 18556 lb/1.92
= 9,665 lb
Myield=My= Sx*Fy
= 0.74 inA3 * 55000 psi
= 40,689 in-lb
Max= My/Qf Per= nA2EI/(KL)maxA2
= 40689 in-lb/1.67
= 24,365 in-lb
µx= {l/[l-(Qc*P/Pcr)]Y-1
= {1/[1-(1.92*3141Ib/18564 lb)]}A-l
= 0.68
Combined Stresses
= nA2*29500 ksi/(l.7*78.375 in)A2
= 18,564 lb
(3141 lb/9665 lb)+ (0.85*10920 in-lb)/(24365 in-lb*0.68) =
(3141 lb/22395 lb)+ (10920 in-lb/24365 in-lb) =
0.89
0.59
< 1.0, OK
< 1.0, OK
(EQCS-1)
(EQ C5-2)
** For comparison, total column stress computed for load case 5 is: 84. 0% q loads 3683.369704 lb Axial and M-8190 in-lb
type I select-Cal Comp Page 1 of \ 3 G/1/2018
Structural
Engineering & Design Inc.
1815 Wright Ave La Verne GA 91750 Jel· 909 5961351 fax· 909 596 Zl66
By: Bob Project: Cal Comp USA
BEAM contiguraoon: TYPE 1 SELECTIVE RACK
DETERMINE ALLOWABLE MOMENT CAPACITT
A) Check compression flange for local buckling (B2.1)
W= C -2*t -2*r
= 1.75 in -2*0.063 in -2*0.063 in
= 1.498 in
w/t= 23.78
!=lambda= [1.052/(k)A0.5] * (w/t) * (Fy/E)A0.5
= [J.052/(4)A0.5] * 23,78 * (55/29500)A0_5
= 0.54 < 0.673, Flange is fully effective
B} check web for local buckling per section b2.3
fl{comp)= Fy*(y3/y2)= 48.73 ksi
f2(tension)= Fy*(y1/y2)= 100.49 ksi
V= f2/f1
= -2.062
k= 4 + 2*(1-V)A3 + 2*(1-V)
= 67.54
fiat depth=w= yl +y3
Eq. B2.3-5
Eq. B2.3-4
Eq. 82.1-4
Eq. B2.1-1
= 2.998 in w/t= 47.58730159 OK
!=lambda= [1.052/(k)A0.5] * (w/t) * (fl/E)A0.5
= [J.052/(67,54)A0_5] * 2,998 * (48.73/29500JA0_5
= 0.248 < 0.673
be=w= 2.998 in
bl= be(3-V)
= 0.592
b2= be/2
= 1.50 in
bl +b2= 2.092 in > 0.979 in, Web is fully effective
Determine effect of cold working on steel yield point (Fya) per section A7.2
Fya= C*Fyc + (1-C)*Fy (EQ A7.2-1)
C= 2*Lc/(Lf+2*Lc)
= 0.165 in
Eq 82.3-2
Project#: LV-053118-2
2.75in
0''" +
T 1,625 In
3.250 in
1~ 0,063 In
Beam= Intlk 32E 3 25Hx2 75Wx0 063"Thk
Ix= 0,981 inA4
5x= 0.555 inA3
Veg= 2.145 in
t= 0.063 in
Bend Radius=r= 0.063 in
Fy=Fyv= 55.00 ksi
Fu=Fuv= 65.00 ksi
E= 29500 ksi
top fiange=b= 1.750 in
bottom flange= 2.750 in
Web depth= 3 ")C:f'l ;..,
.....:.: Fy -
f1(comp)
m Lcorner=Lc= (p/2) * (r + t/2)
0.148 in
Lfiange-top=Lf= 1.498 in
m= 0.192*(Fu/Fy) -0.068
= 0.1590
(EQ A7.2-4) ""h l
Be= 3.69*(Fu/Fy) -0.819*(Fu/Fy)A 2 -1. 79
= 1.427
since fu/Fv= 1.18 < 1.2
and r/t= l < 7 OK
then Fye= Be* Fy/(R/t)Am (EQ A7.2-2)
= 78.485 ksi
Thus, Fya-top= 58.88 ksi (tension stress at top)
Fya-bottom= Fya*Vcg/(depth -Veg)
= 114.29 ksi (tension stress at bottom)
Check allowable tension stress for bottom flange
Lfiange-bot=Lfb= Lbottom -2*r*-2*t
= 2.498 in
Cbottom=Cb= 2*Lc/(Lfb+2*Lc)
= 0.106
Fy-bottom=Fyb= Cb*Fyc + (1-Cb)*Fyf
= 57.49 ksi
Fya= (Fya-top)*{Fyb/Fya-bottom)
(EQ A7.2-3)
= 29.62 ksi
if F= 0.95 Then F*Mn=F*Fya*Sx=! 15.61 in-k
,,
Ycg
_+ f2(tens1on)
yl= Vcg-t-r= 2.019 in
y2= depth-Veg= 1.105 in
y3= y2-t-r= 0.979 in
Structural
Engineering & Design Inc.
1815 Wright Ave La Yer•e CA 91750 re1· 909 5961351 fax· 909 596 7186
By: Bob
BEAM
RMI Section 5.2, PT II
Section
Project: Cal Comp USA
Contiguration: TYPE 1 SELECTIVE RACK
Beam= Jntlk 32E 3.25Hx2.75Wx0.063"Thk
Ix=lb= 0.981 inA4
Sx= 0.555 inA3
t= 0.063 in
Fy= Fyv= 55 ksi
Fu= Fuv= 65 ksi
Fya= 58.9 ksi
E= 29500 ksi
F= 225.0
L= 96 in
Beam Level= 1
P=Product Load= 3,000 lb/pair
D=Dead Load= 75 lb/pair
1. Check Bending Stress Allowable Loads
Mcenter=F*Mn= W*L *W*Rm/8
Project#: LV-053118-2
2,75in v, ... 4 -
1
1,625 in T
3.250 in
lt:z:==:'.J
0,063 in
W=LRFD Load Factor= 1.2*D + 1.4*P+1.4*(0,125)*P
FOR DL=2% of PL,
RMI 2.2, item B
W= 1.599
Rm= 1 · [(2*F*L)/(6*E*lb + 3*F*L)]
1 · (2*225*96 in)/[(6*29500 ksi*0.981 inA3)+(3*225*96 in)]
= 0.819
if F= 0.95
Then F*Mn=F*Fya*Sx= 31.04 in-k
Thus, allowable load
per beam pair=W= F*Mn*8*( # of beams)/(L *Rm*W)
= 31.04 in-k * 8 * 2/(96in * 0.819 * 1.599)
= 3,951 Ib/pair allowable load based on bending stress
Mend= W*L *(l-Rm)/8
= (3951 lb/2) * 96 in* (1-0.819)/8
= 4,291 in-lb @ 3951 lb max allowable load
= 3,258 in-lb @ 3000 lb imposed product load
2. Check Deflection Stress Allowable Loads
Dmax= Dss*Rd
Rd= 1-(4*F*L)/(5*F*L + lO*E*Ib)
= 1 -(4*225*96 in)/[(5*225*96 in)+(l0*29500 ksi*0.981 inA4)]
= 0.783 in
if Dmax= L/180 Based on l/180 Deflection Cnteria
and Dss= 5*W*LA3/(384*E*lb)
L/180= S*W*LA3*Rd/(384*E*Ib*# of beams)
solving for W yields,
W= 384*E*I*2/(180*5*L A2*Rd)
= 384*0.981 inA4*2/[180*5*(96 in)A2*0.783)
= 3,422 lb/pair allowable load based on deflection limits
II ii 1111 I Ii ltll Ill II I II II IOI 1111111 I! 111111 II --~....,..:.=-c,c;-----------
Beam
length -
0 •
Allowable Deflection= L/180
= 0.533 in
Deflection at imposed Load= 0.468 in
• •
Thus, based on the least capacity of item 1 and 2 above: Allowable load= 3,422 lb/pair
Imposed Product Load= 3,000 lb/pair
Beam at Level 1 ._ ________ __. Beam Stress= 0.88
.Structural
Engineering & Design Inc.
1815 Wright Ave I a Verne CA 9175• Tel· 9D9 5961351 Fax· 909 596 7186
By: Bob Project: Cal Comp USA Proiect #: LV-053118-2
4 Tab Beam to Column Connection Configuration: TYPE 1 SELECTIVE RACK
Mconn max= (Mseismic + Mend-fixity)•0.70"'Rho
= 11,209 in-lb Load at level 1
Connector Type= 4 Tab
Shear Capacity of Tab
Tab Length= 0.50 in
Ashear= 0.5 in * 0.135 in
= 0.0675 in"2
Pshear= 0.4 * Fy * Ashear
= 0.4 * 55000 psi * 0.0675in" 2
= 1,485 lb
Bearing capacity of Tab
Fy= 55,000 psi
4 /8"
teal= 0.105 in
Omega= 2.22
Fu= 65,000 psi
a= 2.22
Bearing Length= 0.5000 In
Pbearing= alpha * Fu * tab length * teal/Omega
= 2.22 * 65000 psi* 0.5 in * 0.105 in/2.22
= 3,413 lb > 1485 lb
Moment Capacity of Bracket
Edge Distance=E= LOO in Tab Spacing= 2.0 in
C= Pl+P2+P3+P4 tclip= 0.135 in = Pl+Pl '(4.5"/6.S"J+Pl '(LS"/6.S"J+Pl '(0.5"/6.5") = 2.154"" Pl
Mcap= Sclip * Fbending
= 0.1832 in"3 * 0.66 * Fy
= 6,650 in-lb
Pclip= Mcap/(2.154 * d)
= 6650.16 in-lb/(2.154 * 0.5 in)
= 6,175 lb
C*d= Mcap = 2.154
Thus, Pl= 1,485 lb
Mcann-allaw= (Pl *6.5"+Pl *(4.5"/6.5")*4.5" +Pl *(2.5"/6.5")2.5" +Pl *(0.5"/6.5'')*0.5"]
= 1485 LB*[6.5" +( 4. 5"/6.5")*4.5" +(2.5"/6.5")*2.5" +(0.5"/6.5")*0.5"]
= 15,764 in-lb > Mconn max, OK
Stress= 0.71
type I select-Cal Comp
Fy= 55,000 psi
5clip= 0.183 in"3
d= E /2
= 0.50 in
0
d
Di. i
G/1/2018
· .Structural
Engineering & Design Inc.
1815 Wright Ave l a\/erne CA 91750 Tel· 9D9 596 1351 Fax· 909 596 7186
By: Bob Project: Cal Comp USA Project#: LV-053118-2
3 Tab Beam to Column Connection Configuration: TYPE 1 SELECTIVE RACK
Mconn max= (Mseismic + Mend-fixity):te0,70"'Rho
= 8,002 in-lb Load at level 2 rr .!!),-!II----• P1 Connector Type= 3 Tab
Shear Capacity of Tab
Tab Length= 0.50 in
Ashear= 0.5 in * 0.135 in
= 0.0675 in A 2
Pshear= 0.4 * Fy * Ashear
= 0.4 * 55000 psi * 0.0675inA 2
= 1,485 lb
Bearing Capacity of Tab
tcol= 0.105 in
Omega= 2.22
Fy= 55,000 psi
Fu= 65,000 psi
a= 2.22
Pbearing= alpha * Fu * tab length * teal/Omega
= 2.22 * 65000 psi * 0.5 in* 0.105 in/2.22
= 3,413 lb > 14B5 lb
Moment Capacity ot Bracket
Edge Distance=E= 1.00 in Tab Spacing= 2.0 in
C= Pl+P2+P3 = Pl+Pl "'(2.5''/4.S")+Pl *(0.5"/4.5")
= 1.667 "'Pl
Mcap= Sclip * Fbending
= 0.1832 inA3 * 0.66 * Fy
= 6,650 in-lb
Pclip= Mcap/(1.667 * d)
i 4 3/8"
6"
tclip= 0.135 in
C*d= Mcap = 1.667
= 6650.16 in-lb/(1.667 * 0.5 in)
= 7,979 lb
Thus, Pl= 1,485 lb
Mconn-allow= [Pl *4.S"+Pl *(2.5"/4.5")*2.5"+Pl *(0.5"/4.5")*0.5"]
= 1485 LB*[4.5"+(2.5"/4.5")*2.5"+ (0.5"/4.5")*0.5"]
= 8,828 in-lb > Mconn max, OK
Stress= 0,91
type I select-Cal Comp Page tf,1.. of \ )
P2 l7
... , -,-,------------------.... , ..
C
Bearing Length= 0.5000 in
Fy= 55,000 psi
Sclip= 0.183 inA3
d= E /2
= 0.50 in
G/1/2018
· .Structural
Engineering & Design Inc.
1815 Wright Aye La Verne CA 91750 Tel: 909 596 1351 Fax 909 596 7186
By: Bob Project: Cal Comp USA Project#: LV-053118-2
Transverse Brace Configuration: TYPE 1 SELECTIVE RACK
Section Properties
Diagonal Member= Mclx U515 Sgl L97xl.38x16ga(U80/31x) Horizontal Member= Mclx US15 Sgl L97xL38x16ga(U80/31x) r 1.%9,n -<=I Area= 0.228 in" 2
r min= 0.446 in
Fy= 55,000 psi
K= LO
Qc= L92 f7178,
"
j_
Area= 0.228 in"2
r min= 0.446 in
Fy= 55,000 psi
K= LO
Frame Dimensions
Dia onal Member
Bottom Panel Height=H= 68.0 in
Frame Depth=D= 42.0 in
Column Width=B= 2.7 in
Clear Depth=D-8*2= 36.6 in
X Brace= NO
rho= LOO
1).'.J.()~,ds;lt)-c17l'o.f,"S+,a,j45u;;;•; 0 jLoad Case 6:: (1±0 tQatSds}D + /(0.85+0.14Sds)*B*P + [0.7*rho*E]<= 1.0, ASD Method
Vtransverse= 1,205 lb
Vb=Vtransv*0.7*rho= 1205 lb* 0.7 * 1
= 8441b
Ldiag= [(D-B*2)A2 + (H-6"Y2]Al/2
= 72.0 in
Pmax= V*(Ldiag/D) * 0.75
= 1,085 lb
axi'al load on dia onal brace member
Pn= AREA*Fn
= 0.228 inA2 * 11177 psi
= 2,545 lb
Pallow= Pn/Q
= 2545 lb /L92
= 1,326 lb
Pn/Pallow= 0.82
Horizontal brace
Vb=vtransv*0.7*rho= 844 lb
<= 1.0 OK
(kl/r)= (k * Ldiag)/r min
= (1 x 72 in /0.446 in )
= 161.4 in
Fe= pi A 2*E/(kl/r)A 2
= 11,177 psi
Since Fe<Fy/2,
Fn= Fe
= 11,177 psi
Vb
B 'ff
(kl/r)= (k * Lhoriz)/r min Fe= piA2*E/(kl/r)A2
= 32,811 psi
Fy/2= 27,500 psi
= (1 x 42 in) /0.446 in
= 94.2 in
Since Fe>Fy/2, Fn=Fy*(l-fy/4fe) Pn= AREA*Fn Pallow= Pn/Qc
Typical ea•e1
Confiquration
= 31,951 psi = 0.228inA2*31951 psi
= 7,275 lb
= 7275 lb /1.92
= 3,789 lb
Pn/Pallow= 0.22 <= 1.0 OK
type I select-Cal Comp Page ?D of \ ~
T
l
G/1/2018
· .Structural
Engineering & Design Inc.
1815 Wright Aye I a Verne CA 91750 Tel· 909.596.1351 Fax 909 596 7186
By: Bob Project: Cal Comp USA
Single Row Frame Overturning Configuration: TYPE 1 SELECTIVE RACK
Loads
Critical Load case(s):
1) RMI Sec 2,2, item 7: (0,9-0.2Sds)D + (0,9-0,20Sds)*B*Papp -E*rho
Vtrans=V=E=Qe= 1,205 lb
DEAD LOAD PER UPRIGHT=D= 225 lb
PRODUCT LOAD PER UPRIGHT=P= 9,000 lb
Papp=P*0,67= 6,030 lb
Wst. LCl=Wstl=(0.74592*0 + 0.74592*Papp*l)= 4,665 lb
Product Load Top Level, Ptop= 3,000 lb
DL/Lvl= 75 lb
Seismic Ovt based on E, l:(Fi*hi)= 253,856 in-lb
heiohtidenth ratio= 5.7 in
Al Fullv Loaded Rack
Load case 1:
Movt= L(Fi*hi)*E*rho
= 253,856 in-lb
Sds= 0,7704
(0,9-0,2Sds)= 0.7459
(0,9-0,2Sds)= 0.7459
B= L0000
rho= L0000
Frame Depth=Df= 42.0 in
Htop-lvl=H= 240,0 in
# Levels= 3
# Anchors/Base= 2
hn-48.0 in
h=H+hn/2-264,0 in
Mst= Wstl * Df/2
= 4665 lb * 42 in/2
-97,965 in-lb
Project#: LV-053118-2
~Il®lrl
H h
T
STDE ELEVATION
T= (Movt-Mst)/Df
= (253856 in-lb -97965 in-lb)/42 in
-3,712 lb Net Uplift per Column
I Net Seismic Unlift-3 712 lb Strennth Level
Bl Ton Level Loaded Onlv
Load case 1:
0 Vl=Vtop= Cs * Ip * Ptop > = 350 lb for H/D >6.0 Movt= [Vl *h + V2 * H/2]*0.7*rho
= 0,1926 * 3000 lb = 110,418 in-lb
= 5781b T = (Movt-Mst)/Df
Vleff= 578 lb Critical Level= 3 = (110418 in-lb -50517 in-lb)/42 in
V2=VoL = Cs*Ip*D Cs*Ip= 0.1926 = 1,426 lb Net Uplift per Column
= 43 lb
Mst= (0.74592*D + 0.74592*Ptop*l) * 42 in/2
= 50,517 in-lb
I Net Seismic Uolift-1 426 lb Strennth Level
Anchor
Check (2) 0.5'' x 3.25" Embed HILTI KWIKBOLT TZ anchor(s) per base plate.
Special inspection is required per ESR 1917.
Fully Loaded:
Top Level Loaded:
Pullout (apacity=Tcap= 1,961 lb LA City Jurisdiction? NO
Shear Capacity=Vcap= 2,517 lb Phi= 1
(1856 lb/1961 lb)Al + (301 lb/2517 lb)Al =
(713 lb/1961 lb)Al + (144 lb/2517 lb)Al =
type I select-Cal Comp Page \\ of " 3
L07
0.42
Tcap*Phi= 1,961 lb
Vcap*Phi= 2,517 lb
<= L2 OK
<= L2 OK
G/1/2018
Structural
Engineering & Design Inc.
1815WrightAye LaYerne CA91750Tel:9095961351 Fax·9095967186
By: Bob Project: Cal Comp USA
Base Plate Configuration: TYPE 1 SELECTIVE RACK
Section
Baseplate= 7.283x5.118x0.394
Eff Width=W = 7.28 in
Eff Depth=D = 5.12 in
Column Width=b = 3.06 in
Column Depth=dc = 2.69 in
L = 2.11 in
Plate Thickness=t = 0.394 in
a = 2.64 in
Anchor c.c. =2*a=d = 5.28 in
N=# Anchor/Base= 2
Fy = 36,000 psi
Project#: LV-053118-2
p
Mb
I b l+-L ---w
Downaisle Elevation
Down Aisle Loads load Case 5:: (1+0.105*Sds)D + 0.75*{(1.4+0.14Sds)*B*P + 0.7S*(0.7*rho*El<= 1.0, ASD Method
COLUMN DL= 113 lb Axial=P= 1.080892 * 112.5 lb+ 0.75 * (1.507856 * 0.7 * 4500 lb)
COLUMN PL= 4,500 lb = 3,684 lb
Base Moment= 8,000 in-lb
1+0.105*Sds= 1.0809
1.4+0.14Sds= 1.5079
Mb= Base Moment*0.75*0.7*rho
= 8000 in-lb * 0.75*0,7*rho
= 4,200 in-lb
B= 0.7000 Axial Load P = 3,684 lb Mbase=Mb = 4,200
Axial stress=fa = P/A = P/(D*W)
= 99 psi
Moment Stress=fb = M/5 = 6*Mb/[(D*BA 2]
= 92.8 psi
Moment Stress=fbl = fb-fb2
= 39.0 psi
M3 = (l/2)*fb2'L *(2/3)'L = (l/3)*fb2*L A 2
= 80 in-lb
5-plate = (l)(tA2)/6
= 0.026 inA3/in
fb/Fb = Mtotal/[(5-plate)(Fb)]
0.55 OK
Tanchor = (Mb-(PLapp*0.75*0.46)(a))/[(d)*N/2]
= -1,537 lb No Tension
Ml= wLA2/2= fa*LA2/2
= 220 in-lb
Moment Stress=fb2 = 2 * fb * L/W
= 53.8 psi
M2= fbl *L A2)/2
= 87 in-lb
Mtotal = Ml +M2+M3
= 387 in-lb/in
Fb = 0.75*Fy
= 27,000 psi
F'p= 0.7*F'c
= 1,750 psi
Tallow= 1,961 lb
OK
OK
in-lb
Cross Aisle Loads Critlcalm,dcaseRM[Sec 2.1, /tem4:(1+0.JJSds)DL + (1+0.14SDS)Pl*0.75+EL'0.75 «• 1.0, A${)Method Check uplift load on Baseplate
Eff,
Effe
Pstatic= 3,684 lb
Movt*0.75*0.7*rho= 133,274 in-lb
Frame Depth= 42.0 in
P=Pstatic+Pseismic= 6,857 lb
Pseismic= Movt/Frame Depth
= 3,173 lb
Check uplift forces on baseplate with 2 or more anchors per RMI 7.2.2.
When the base plate configuration consists of two anchor bolts located on either side
f the column and a net i.pllft force exists, the minimum base plate thickness
hall be determined based on a design bending moment in the plate equal
o the uplift force on one anchor times 1/2 the distance from
he centerline of the anchor to the nearest edge of the rack column"
b =Column Depth= 2.69 in
L =Base Plate Depth-Col Depth= 2.11 in
fa = P/A = P/(D*W)
= 184 psi
Sbase/in = (l)(tA2)/6
= 0.026 in A 3/in
fb/Fb = M/[(5-plate)(Fb)]
0.59
type I select-Cal Comp
OK
M= wLA 2/2= fa*L A 2/2
= 410 in-lb/in
Fbase = o. 75*Fy
= 27,000 psi
Page \ !.-of l_J
~
Uplift per Column= 3,712 lb
Qty Anchor per BP= 2
Net Tension per anchor=Ta= 1,856 lb
C= 2.11 in
Mu=Moment on Baseplate due to uplift= Ta*c/2
fb Fb *O. 75= 0.411
= 1,959 in-lb
Splate= 0.132 inA3
OK
6/1/2018
.Structural
Engineering & Design Inc.
1815 Wright Ave La Verne CA 91750 Tel 909 5961351 fax: 909596 7186
By: Bob Project: Cal Comp USA Project#: LV-053118-2
Slab on Grade Configuration: TYPE 1 SELECTIVE RACK
t y
L
SLAB ELEVATION
a
.I
Baseplate Plan View
Concrete
fc= 2,500 psi
tslab=t= 5.5 in
teff= 5.5 in
phi=0= 0.6
Soil
fsoil= 750 psf
Movt= 177,699 in-lb
Frame depth= 42.0 in
Sds= 0.770
0.2*Sds= 0.154 Base Plate
Effec. Baseplate width=B"" 7 .28 in
Effec. Baseplate Depth=D"' 5.12 in
width=a= 3.06 in
depth=b= 2.69 in
,= 0.600
~=B/D= 1.423
F'cAQ.5= SO.DO psi
Column Loads
DEAD LOAD=D= 113 lb per column
unfactored ASD load
PRODUCT LOAD=P= 4,500 lb per column
unfactored ASD load
Papp= 3,015 lb per column
P-seismic=E= (Movt/Frame depth)
= 4,230 lb per column
unfactored Limit State load
B= 0.7000
rho= 1.0000
Sds= 0.7704
1.2 + 0.2*Sds= 1.3541
0. 9 -0.20Sds= 0.7459
Puncture
Apunct= [(c+t)+(e+t)]*2*t
= 220.83 in A 2
Fpunctl= [(4/3 + 8/(3*P)] *, *(F'cAQ.5)
= 96.2 psi
Fpunct2= 2.66 * /, * (F'c/\Q,5)
= 79.8 psi
Fpunct eff= 79.8 psi
Slab Bendin
Pse=DL+PL+E= 8,866 lb
Asoil= (Pse*144)/(fsoil)
= 1,702 in/\2
X= (L-y)/2
= 12.9 in
Fb= S*(phi)*(fc)A0.5
= 150. psi
type I select-Cal Comp
midway dist face of column to edge of plate=c= 5.17 in
midway dist face of column to edge of plate=e= 3.90 in
Load case 1) (1.2+0.2Sds)D + (1.2+0.2Sds)*B*P+ rho*E RMI SEC 2.2EQTN s
= 1.35408 * 113 lb+ 1.35408 * 0.7 * 4500 lb+ 1 * 4230 lb
= 8,648 lb
Load case 2) (D.9-0.2Sds)D + (0.9-0.2Sds)*B*Papp + rho*E RMI SEC 2.2EQTN,
= 0.74592 * 113 lb+ 0.74592 * 0.7 * 3015 lb+ 1 * 4230 lb
= 5,889 lb
Load Case 3) 1.2*D + 1.4*P
= 1.2*113 lb+ 1.4*4500 lb
= 6,435 lb
Load Case 4) 1.2*D + 1.0*P + LOE
= 8,866 lb
Effective Column Load=Pu= 8,866 lb per column
L= (Asoil)AQ.5
= 41.26in
M= w*x/\2/2
= (fsoil*xA 2)/(144*2)
= 432.1 in-lb
Page ('3 of 1)
fv/Fv= Pu/(Apunct*Fpunct)
0.503 < 1 OK
y= (c*e)AQ.S + 2*t
= 15.5 in
5-slab= 1 *teffA 2/6
= 5.04 in/\3
fb/Fb= M/(5-slab*Fb)
0.571 < 1, OK
RMI SEC 2.2 EQTN 1,2
>IC! Jta-11 Stt 9.2.l, EQtn9·5
G/1/2018
ProActive Fire Design & Consulting
Cal Comp
1940 Camino Vida Roble
Carlsbad, CA
43015 Blackdeer Loop #205, Temecula, CA 92590
Phone: (951) 296-FIRE / Fax: (951) 296-3473
Email: proactive.fd@verizon.net
C-16#952372
HIGH PILE STORAGE TECHNICAL REPORT
June 25, 2018
Report Prepared By:
Voncdd, Wciftow
NICET CERT#70305
C-16#952373
CBC2018-0391
1940 CAMINO VIDA ROBLE
CAL-COMP USA HIGH PILE STORAGE RACKING
2120921300
7/18/2018
CBC2018-0391
TABLE OF CONTENTS
L INTRODUCTION.............................................................................................................. 3
2. SUMMARY TABLE............................................................................................................ 4
3. BUILDING CONSTRUCTION, DESIGN, AND OCCUPANCIES................................. 5
3.1 BUILDING CONSTRUCTION & DESIGN....................................................................... 5
3.2 OCCUP ANCIES ...................................... .................................................................... 5
3.3 COMMODITIES.................................................................................................................... 5
3.4 STORAGE ARRANGEMENT ................................................................................................. 5
4. STORAGE REQUIREMENTS .......................................................................................... 6
4.1 AUTOMATIC FIRE SPRINKLER SYSTEM.......................................................... 6
4.2 ALARM/MONITORING............................................................................................... 6
4.3 BUILDING ACCESS/DOORS ....................................................................................... 6
4.4 SMOKEANOHEATVENTS............................................. ....................................... 6
5. CONCLUSION .................................................................................................................. 7
.ffl. ProActive Fire Design & Consulting.ffl. Ca/Comp Page 12 1940 Camino Vida Roble
Carlsbad, CA
INTRODUCTION
The following is a high piled combustible storage code compliance report for Cal Comp. This report does not
include the office area or any hazardous materials.
This report is intended to help both the owners and the fire department in expediting plan review and effectively
determining the requirements necessary to meet the Fire Code. This report is based on the 2016 Edition of the
California Fire Code and Building Code, and the 2016 Edition ofNFPA 13, Standard for the Installation of
Fire Sprinkler Systems.
DISCLAIMER
This report is the property of ProActive Fire Design and Consulting and was prepared
exclusively for use by Cal Comp for the storage and occupancy conditions described in this
report. Cal Comp conditions and operations addressed herein are based on information
provided to the report by Cal Comp. Discrepancies between the information presented herein
and actual conditions and conditions presented on plans are the sole responsibility of Cal
Comp. Copies of this report retained by Cal Comp shall be utilized only by Cal Comp for the
storage and occupancy conditions and the 2016 California Fire Code conditions and
requirements addressed in this report. This report shall not be used for the purpose of
construction for this project or any other project or for any other purpose .
.m. ProActive Fire Design & Consulting .m. Cal Comp Page 13 1940 Camino Vida Roble
Carlsbad, CA
2. SUMMARY TABLE
TOPIC CODE SECTION CRITERIA/REQUIREMENTS
Construction Type Existing Building-Concrete tilt up walls with a plywood
deck on open web steel bar joist framed onto steel girders.
Maximum Roof Height 26'-0"
Square Footage High Pile Storage Area: Approx. 2,800 sq.
ft. Non-Public
Accessible
Haz/Materials NIA Not Annlicable. Not part of the scone of this reoort.
Storage Commodity NFPA Table A5.6.3 Commodities:
Flat Cardboard Cartons -Class JV
Electronic Circuits in plastic cases within boxes
Cartoned Unexpanded Group A Plastics. All finished
products are cartoned and nonencapsulted
Occupancy Classified as Cartoned Unexpanded Group A
Plastic
Max Storal!e Height to 23'-0"
Commoditv Class CFC Table 3206.2 High Hazard 2,501 -300,000 sa. ft. Nonoublic accessible
Storage Method NFPA 3.9.3.7.1 Double Row Rack Open Shelfs
NFPA 3.9.3.7.7 Single Row Racks Open Shelfs
Minimum 13 '-6" Aisles
Automatic Sprinkler CFC Table 3206.2 Required for High Hazard Commodities 2,50 I -300,000
Protection sa. ft. All Non-Public Accessible.
Fire Detection System CFC Table 3206.2 Not Required for High Hazard Commodities 2,501 -
300,000 sa. ft. All Non-Public Accessible.
Building Access CFC Table 3206.2 Required for High Hazard Commodities 2,501 -300,000
sa. ft. All Non-Public Accessible.
Smoke and Heat Removal CFC Table 3206.2 Required for High Hazard Commodities 2,501 -300,000
sq. ft. All Non-Public Accessible .
.ffl. ProActive Fire Design & Consulting.ffl. Ca/Comp Page 14 1940 Camino Vida Roble
Carlsbad, CA
3. BUILDING CONSTRUCTION AND OCCUPANCY
3.1 BUILDING CONSTRUCTION
Cal Comp occupies a single-story warehouse with concrete tilt up walls, with a plywood deck on open web steel
bar joist framed onto open web steel girders. The high point of the roof is 26' -0".
3.2 OCCUPANCIES
Cal Comp is an electronic manufacture. The finished products are received in the warehouse and stored on
racks for shipping and distribution.
3.3 COMMODITIES
The commodities consist of flat carboard boxes for packaging as well as electronics in plastic cases in boxes
then packed in cardboard boxes. All finished commodities are cartoned and nonencapsulted. The facility will
be protected for 23'-0" of Cartoned Non expanded Group A with a 26'-0" roof.
3.4 STORAGE ARRANGMENT
Area:
Commodities:
Method:
Aisles:
Shelves:
Flue Spaces:
Storage Height:
Deflector Distance:
CalComp
1940 Camino Vida Roble
Carlsbad, CA
2,800 square feet
Flat Cardboard Boxes -Class IV
Electronics in plastic cartons in cardboard boxes Cartoned Nonexpanded
Group A Plastics
Double Row Racks as defined by NFPA 3.9.3.7.1
Single Row Racks as defined by NFPA 3.9.3.7.7
Minimum 13' -6"
Open Shelves
CFC Table 3208.3 Storages 25' Option #1
3" transverse flue spaces are required for single row racks.
No longitudinal flue spaces are required for single row racks
6" transverse flue spaces are required for double row racks
No longitudinal flue spaces are required for double row racks
NFPA 13 Section 17.1.9 Flue Space Requirements:
Section 17.1.9.1 No longitudinal flue space is required for single and double
row racks
Section 17.1.10.1.1 Nominal 6" transverse flue spaces between loads and at
rack uprights are required for single and double row racks.
6" transverse flue spaces shall be provided as required for each rack.
Stickers shall be placed on the racks to indicate required flue space locations
The proposed maximum storage height is 23'-0".
A minimum of 36" clearance will be maintained between the top of storage
and sprinkler deflectors.
ffi.ProActive Fire Design & Consultingffi.
Pagel5
4. STORAGE REQUIREMENTS
4.1 AUTOMATIC FIRE SPRINKLER SYSTEM
The building is supplied by an 8" underground that feeds a single 6" riser. The storage area is protected by a
wet pipe gridded system with ULTRA K-17 214 ° Control Mode upright sprinklers spaced at approximately 96
square feet. The hydraulic data card indicates that the system is designed for .80 / 2000 with 1757.0 gpm@ 53
psi at the base of the riser. The pressure on the riser gauge indicated that there was 115 psi on the system.
Storage Area Ceiling Sprinkler Design Cartoned Unexpanded Group A:
Design Criteria: Storage up to 25' with < 5' clearance
Figure 17.2.1.2.l(e) Note #2 .80 / 2000 with K-16.8 storage sprinklers
Hose Allowance: 500 gpm combined inside and outside per Table 12.8.6
4.2 FIRE DETECTION
Per Table 3206.2 Fire Detection is not required for High Hazard 2,501 -300,000 sq. ft. Nonpublic Accessible.
Per CFC 903 .4, all valves and risers have existing monitoring and meet this standard and shall remain.
4.3 BUILDING ACCESS/DOORS
Per Table 3206.2 Building access is required for High Hazard 2,501 -300,000 sq. ft. Nonpublic Accessible.
The original building and high pile storage permit was designed to include access that will remain as is.
4.4 SMOKE AND HEAT VENTS
Per Table 3206.2 Smoke and heat Vents are required for High Hazard 2,501 -300,000 sq. ft. Nonpublic
Accessible. The building and high pile storage permit was originally designed to include smoke and heats vents
that will remain as is.
.ffl. ProActive Fire Design & Consulting.ffl. Cal Comp Page 16 1940 Camino Vida Roble
Carlsbad, CA
5. CONCLUSION
The building fire features meet CFC Chapter 32 and NFPA 13 requirements for the commodities and method of
storage should be acceptable without any modifications or changes.
Please feel free to call with any questions.
f ProActive Fire Design & Consultingf CalComp Page [7 1940 Camino Vida Roble
Carlsbad, CA
High Pile Storage (HPS) Required Information
The following information shall be completed and copied onto the HPS
plans:
Commodity Classification: 0 I O II O Ill O IV (2!: High Hazard !]I Group A plastic
Commodity detailed
description: ELECTRONICS WITH PLASTIC CASES IN CARDBOARD BOXES
For Group A Plastics where the commodity classification Is not High Hazard complete the
following:
Expanded plastic: Percent by volume: __ %. Percent by weight: ___ %
Non-expanded plastic: Percent by weight: ___ % Packaging consist of: ____________________________ _
f2ll Cartoned O Free flowing [3 Non-expanding O Encapsulated [X Non-encapsulated . •Other ___________________________ _
The maximum storage height (solid pile _____ rack _2_3_' --~
The following storage methods are employed at this facility (mark all that apply):
•Solid pile storage 12l!Palletized i]ISlngle row rack [lJbouble row rack •Multi-row rack •Other ___________________________ _
Rack storage shelf: D N/A D Load beam only !]I Wire mesh •Wood slates D Plywood D Other (Describe): _________________ _
The area designated in the building and used for high piled storage Is 2,800 square feet.
CLASS GRP A commodity, 2 800 sq ft.
CLASS ____ .commodity, _____ sq ft.
CLASS ---,---,--...,.commodity, ____ sq ft.
[211 Smoke vents required D No l2ll Yes Fusible link 314 degree F.
D Draft Curtains Required? D Yes Qi NO
The overhead fire sprinkler system utilizes the following heads: • ESFR: K __ at~-~~ PSI with ~~~F' heads
IXIStandard Coverage Heads: K__!2___ D Pendant C!l' Upright --11! degree with a density
of RO gpm over 2000 square feet spaced at a maximum of I 00 square feet per fire sprinkler.
NFPA13DeslgnTable: FIG 172 12 J(E) Curve:_N_O_T_E_#_2 _____ _
Minimum distance between top of storage and sprinkler deflector: ~3-' __ Feet
In-rack sprinklers required D Yes· [l!: No
D There is/are "'7'--c--__ level(s) of in~rack fire sprinkler protection.
Aisle width: 13'-6" feet.
l]l Fire access doors required? l]l Yes (Maximum distance of 100 lineal feet) •No
ISi Flue spaces required? l]l Yes •No
[l: Flue space between racks shall be maintained a minimum of:
Transverse --1:,__" clear. D Must be vertically aligned (for storage >25'}
Longitudinal _1J __ " clear
D Column protection required? D Yes [JNo D Pallet Slops Required? •Yes i]INo
Longitudinal pallet stop configuration: D Chain Link D Roll Form D "C" Channel D other: _______ _
Transverse Flue Pallet Stop configuration: · D Mechanical means (flue keepers, etc.) El Load beam markings "Keep Clear"
Hand Stack? D No D Yes # of tiers: ___ Chain link required D No D Yes
SAN DIEGO REGIONAL
HAZARDOUS MATERIALS
QUESTIONNAIRE
OFFICE USE ONLY
RECORD ID# _________________ 1 PLAN CHECK # _________________ 1
BP DATE
Business Name
Cal-Com USA
Business Contact Telephone#
Project Address (include suite)
1940 Camino Vida Roble
City
Carlsbad
Zip Code
92008
APN#
2 2-0
Mailing Address (include suite}
1940 Camino Vida Roble
City
Carlsbad
Occupancy Rating: Facility's Square Footage (including proposed project):
1. Explosive or Blasting Agents
2, Compressed Gases
5, Organic Peroxides 9. Water Reactives
6. Oxidizers 10. Cryogenics
13. Corrosives
14. Other Health Hazards a, None of These. 3. Flammable/Combustible Liquids 7. Pyrophorics 11. Highly Toxic or Toxic Materials
4. Flammable Solids 8. Unstable Reactives 12. Radioactives
PART II· SAN QJEGQ COUNTY QEPjBJMENT Q~ ENVlflQNMENTAL tt7t.LTH -gne,RD~~~Rl~S QIYISIDN IHMDI; If the answer to any of the questions Is yes, applicant must contithe County O San Diego Hazardous 7terlalslvlsion:88nd~venue, Suite f1o: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: • CalARP Exempt
1.
2.
3.
4.
5.
6.
7.
8.
YES NO (for new construction or remodeling projects) /
D ,5 is your business listed on the reverse side of this form? (check all that apply), Date Initials
D 0""" Will your business dispose of Hazardous Substances or Medical Waste in any amount? D B Will your business store or handle Hazardous Substances In quantities greater than or equal to 55 gallons, 500
,,,,,:r pounds and/or 200 cubic feet? D (U Will your business store or handle carcinogens/reproductive toxins in any quantity? D 0' Will your business use an existing or install an underground storage tank?
D Z Will your business store or handle Regulated Substances (Ca)ARP)?
D g Will your business use or install a Hazardous Waste Tank System (Title 22, Article 10)?
0 .la'" Will your business store petroleum in tanks or containers at your facility with a total facility storage capacity equal to
or reater than 1 320 aUons? California's Above round Petroleum Stora e Act. .
• CalARP Required
Date Initials
0 CalARP Complete
I
Date Initials
R C D • The following questions are intended to identify the majority of air pollution
ssues at the p ann1ng stage. Your p may require a ional measures not Identified by these questions. Some residential projects may be exempt from
APCD requirements. For more compre enslve requirements, please contact APCD at apcdcomp@sdcounty.ca.qov; (858) 586-2650: or 10124 Old Grove Road,
San Diego, CA 92131.
YES NO
1. D J2r Will the project disturb 100 square feet or more of existing building materials?
2. D f:r Will any load supporting structural members be removed? If yes, contact APCD prior to issuance of a building or demolition permit A
3.
4.
5.
6.
•
•
•
•
notification may be required at least 10 working days prior to commencing demolition.
~ (ANSWER ONLY IF QUESTION 1 or 2 IS YES) Has an asbestos survey been pertormed by an individual that has passed an EPA-approved
building inspector course? -tf (ANSWER ONLY IF QUESTION 1 or 2 IS YES) Based on the survey results, will the project disturb any asbestos containing material? If yes,
contact APCD prior to the issuance of a building or demolition permit A notification may be required at least 10 working days prior to
commencing asbestos removal. p Will the project or associated construction equipment emit air contaminants? See the reverse side of this form for typicat equipment requiring an
..../ APCD permit. If yes, contact APCD prior to the issuance of a building permit.
-t'.I (ANSWER ONLY IF QUESTION 515 YES) Will the project or associated construcNon equipment be located within 1,000 feet of a school
bounda
to the best of my knowledge and belief t
FIRE DEPARTMENT OCCUPANCY CLASSIFICATION: ________________ ---,-______________ _
BY· DATE· / /
EXEMPT OR NO FURTHER INFORMATION REQUIRED RELEASED FOR BUILDING PERMIT BUT NOT FOR OCCUPANCY RELEASED FOR OCCUPANCY
COUNTY-HMO• APCD COUNTY-HMD APCD COUNTY-HMO APCD
*A stamp in this box only exempts busmesses from completing or updatmg a Hazardous Materials Business Plan. Other permitting requirements may still apply
HM-91711121171 County of San Diego -DEH -Hazardous Materials Division