HomeMy WebLinkAbout1818 ASTON AVE; ; CB101548; Permit09-22-2010
City of Carlsbad
1635 Faraday Av Carlsbad, CA 92008
Commercial/Industrial Permit Permit No: CB101548
Building Inspection Request Line (760) 602-2725
Job Address:
Permit Type:
Parcel No:
Valuation:
Occupancy Group:
Project Title:
1818ASTONAVCBAD
Tl Sub Type:
2121200500 Lot#:
$57,320.00 Construction Type:
Reference #:
COBRA PUMA - INSTALL INTERIOR
RACKING
INDUST
0
NEW
Applicant:
AMY EDWARDS
161 ATLANTIC ST
POMONA CA 91768
909 869 0989
Status:
Applied:
Entered By:
Plan Approved:
Issued:
Inspect Area:
Plan Check#:
ISSUED
08/20/2010
LSM
09/22/2010
09/22/2010
Owner:
BLACKMORE PARKVIEW ASSOCIATES
P 0 BOX 424
RANCHO SANTA FE CA 92067
Building Permit
Add'l Building Permit Fee
Plan Check
Add'l Plan Check Fee
Plan Check Discount
Strong Motion Fee
Park Fee
LFM Fee
Bridge Fee
BTD #2 Fee
BTD #3 Fee
Renewal Fee
Add'l Renewal Fee
Other Building Fee
Pot. Water Con. Fee
Meter Size
Add'l Pot. Water Con. Fee
Reel. Water Con. Fee
Green Bldg Stands (SB1473) Fee
Fire Expedited Plan Review
$454.83 Meter Size
$0.00 Add'l Reel. Water Con. Fee
$295.64 Meter Fee
$0.00 SDCWA Fee
$0.00 CFD Payoff Fee
$12.04 PFF (3105540)
$0.00 PFF (4305540)
$0.00 License Tax (3104193)
$0.00 License Tax (4304193)
$0.00 Traffic Impact Fee (3105541)
$0.00 Traffic Impact Fee (4305541)
$0.00 PLUMBING TOTAL
$0.00 ELECTRICAL TOTAL
$0.00 MECHANICAL TOTAL
$0.00 Master Drainage Fee
Sewer Fee
$0.00 Redev Parking Fee
$0.00 Additional Fees
$1.00 HMPFee
$160.00
TOTAL PERMIT FEES
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$923.51
Total Fees:$923.51 Total Payments To Date:$923.51 Balance Due:$0.00
*iaa
Inspector:
FINAL APPROVAL
Date:Clearance:
NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively
referred to as "fees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must
follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for
processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack,
review, set aside, void, or annul their imposition.
You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity
changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any
fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired.
^(N£ Building Permit /
V*^; 1635 Faraday Ave., Carts
^^ CITY OF 76O-602-2719/27'
f""ADI CRAPl Fax 760-602-8
V-. /A l\ l_*3 D/* \-J www.carlsbadci
1818 Aston Avenue, Carlsbad
CT/PROJECT* LOT* PHASE* # OF UNITS # BEDROOMS
k-_-_ij— ,_ij_-_Application
bad, CA 92008 Esl
Si271'
j.gov Da
SUrrc*/SPACE*/UIWT*
in Check No. && \ O \ ^4 &
L Value .S'T, 5^<
n Ck. Deposit ^~/-lO
te $~J2JD/fO SW
O
• by-
*PPP /1//V
ARM
# BATHROOMS TENANT BUSINESS NAME CO
Cobra Puma
MSTR.TYPE OCC. GROUP
DESCRIPTION OF WORK: Include Square Feet of Affected Area(s)
Installation of interior racks in an existing Puma building
EXISTING USE PROPOSED USE GARAGE (SF)
CONTACT NAME (If Different Fom Applicant)
~1
ADDRESS
CITY STATE ZIP
PHONE FAX
EMAIL
PROPERTY OWNER NAME . _ -
ADDRESS
/F"'/ /M ?cN^ A(/eT\ WL/T^/O"^
CITY / STATE-^<1 ZIP
PHONE FAX
"~?(0O-~*gQ*J ~ ^^(Kj ~?GO ~ ^&*J~-'1f6>O~?
EMAIL
ARCH/DESIGNER NAME & ADDRESS STATE LIC. #
Sal Fateen-Seizmicinc 25969
PATIOS (SF) DECKS (SF) FIREF
YES[
'LACE AIR CONDmONIt
3* NOfl YEsOwof
>IG FIRE SPRINKLERS
3 YES|~JNO|~]
APPLICANT NAME . _ . . _. .Amy Edwards-Seizmicmc Inc.
ADDRESS
CITY
Pomona
PHONE
909-869-0989
161 Atlantic Street
STATE ZIP
S/*f //*)^Ca 91768
' "" 909-869-0981
EMAIL
aedwards@seizmicinc.com«•— jma-^j
ADDRESS
CITY
/V-/J o (f/&^}~&
PHONE
EMAIL
STATE LIC.# ^ef~2^ii f~2--~?
~6dAd?l oendina
r /-/>Ay^r
STATE ZIP
CA <?&&£<£>
FAX
CLASS / CfTY BUS. LIC.f y ^
(Sec, 7031.5 Business and Professions Cods:apuiicara for such permit to file a si •—•-••-Business and Professions Code! orciv!! penalty of not more than five hundred dollars JS5QO}).
W:O R K E B 5 ' C O JW PEN S ATI O N
with Section 7000 of Division 3 of thea permit subjects the applicant to a
Y I Workers' Compensation Declaration: ; hereby affirm under penalty of perjury one of the fallowing declarations:
I I have and wifl maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued.
S-l-have and wil! maintain workers' compensation, as rewired by Section 3700 oijhe Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance
number are: Insurance Co Pf2.0Fr~ f^^ d$ S*OC ** ^-F _ Policy No. VJC~ .5 f^^g f f~Expiration Date / / ^
r and policy
Thjs section need not be completed if the permit is for one hundred dollars ($100) or less.
LJ Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of
California. WARNING; Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (5100,000), in
addition to the cost of compensation, damag^^|lrovl|fied^rjp Section SJ^Spfthe Labor code, interest and attorney's fees.
£$ CONTRACTOR SIGNATURE
/ hereby affirm (fiat i am exempt from Contractor's License Law for the following reason:
\ \ l, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's
! License Law does not apply to an owner of property who builds or improves thereon, and who does sucti 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 wfif have the burden of proving that he did not buiid or improve for the purpose of safe).
LJ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to ah owner of
property who builds or improves thereon, and contracts for such projects with contractorfs) licensed puisuant to the Contractor's License Law).
[ 1 I am exempt under Section Business and Professions Code for this reason:
1. i personally plan to provide the major labor and materials for construction of the proposed property improvement, f JYes
2.1 (have / have not) signed an application for a building permit for the proposed work,
3.! have contracted with the following person (ftm) to provide the proposed construction (include name address / phone / contractors' license number):
4. i plan to provide portions of the wonX but i have hired the following person to coordinate, supervise and provide the major work (include name / address / phone / contractors' license number):
5,1 will provide some of the work, bu! I have contracted (hired) the following persons to provide the work indicated (include name / address / phone / type of work):
^PROPERTY OWNER SIGNATURE QAGENT DATE
SW tap LETE TH IS SEC T.I O N F OR N O N-RE SIDE N Tl A L BUI L D IN G PERM I ISO N L Y
Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505,25533 or 25534 of the
Presley-Tanner Hazardous Substance Account Act? | |Yes 1 )NQ
Is the applicant or future building occupant required to obtain a permit from the air pollution control district or airquality management district? I lYes f~~) No
Isthefacilitytobeoinstnjctedwithinl.OOOt^toftheouterbMndaryofasctraolste? Hives FlNo
EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT.
;<|aO MS jit U C Tl O N L EN Dl NC A G E IM C Y
I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 309? (i) Civil Code).
Lender's Name Lender's Address
A0> P L I C A IM T
I certify thatltevereadteapplicafon ami state trtat the above irrfo^
I reer^ autJions rerjreserrtetfve of te City of Cartebad toerte ur^
AGAINST ALL UABimES, JUEK3MEMTS, COSTS AND EXPENSES WHICH MAYIN ANY WAY ACCRUE AGAJNSTSAJDaWINCONSECaJENC^OFTHEGRANmNGCFTHISr^RMIT.
OSHA: An OSH A permit is required for excavations owr SO deep andcknoffioncfconstetaofstnidur^
180 days from tr« date of such permit or if tJie buMr^ or vwrk authori^ by such
^APPLICANT'S SIGNATURE DATE
Inspection List
Permit*: CB101548 Type: Tl INDUS! COBRA PUMA - INSTALL INTERIOR
RACKING
Date Inspection Item Inspector Act Comments
10/07/2010 14 Frame/Steel/Bolting/Weldin TP PA TO LOAD ONLY, NEED FIRE FINAL FOR
BLDG FINAL
Tuesday, April 12, 2011 Page 1 of 1
SPECIAL INSPECTORS
CERTIFICATE OF COMPLIANCE
SPECIAL INSPECTOR REPORT
Each inspector must complete this report and mail it to the Community, Economic & Development
Services Department, Building and Safety Division.
PLAN CHECK/PERMIT
JOB ADDRESS: IB /&
Daily &1 Weekly Q Final Q
GENERAL CONTRACTOR:
TYPE OF WORK INSPECTED
Reinforced Concrete
Prestressed Concrete
Gypsum Concrete
Other:y
Masonry
Grading/Fill
Welding
Hi-Tensile Bolting
Spray-Applied
Fireproofing
Specify: Ujvjar, &AlrS)KML &> /-&
/ ** . •* A * .. . - . .' /)A. // # ., I//
DESCRIPTION OF WORK INSPECTED:
LOCATION IN STRUCTURE:
REMARKS:
All work on this job to date, to the best of my knowledge, has been satisfactorily completed and conforms to
the approved plans and applicable building codes.
DATE " ' SPECIAL INSPECT
P:\PLANNING & BUILDiNG\BLDG\FORMS\SPEC INSPECTION REPORT.DOC
CERTIFICATION/REGISTRATION NO.
EsGil Corporation
In Partnership with government for Quitting Safety
DATE: 9/16/2010
JURISDICTION: City of Carlsbad a PLAN REVIEWER
Q FILE
PLAN CHECK NO.: 101548 SET: II
PROJECT ADDRESS: 1818 Aston Avenue
PROJECT NAME: Storage Racks for Cobra Puma
I I The plans transmitted herewith have been corrected where necessary and substantially comply
with the jurisdiction's building codes.
XI The plans transmitted herewith will substantially comply with the jurisdiction's building codes
when minor deficiencies identified below are resolved and checked by building department staff.
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.
The check list transmitted herewith is for your information. The plans are being held at Esgil
Corporation until corrected plans are submitted for recheck.
The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant
contact person.
The applicant's copy of the check list has been sent to:
IXI 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 #:
\1Date contacted: fffV (by: ) Fax #:mi 1 ^^s» *> * '
Mail Telephone/If Fax In Person
XI REMARKS: 1 .^ire Department approval is required. 2*. City to field verify that the path of travel
from the handicapped parking space to the rack area aVl the bathrooms serving the rack area
comply with all the current disabled access requirementsV
\ A -#—!/ * I!
By: David Yao Enclosures: 4 I
EsGil Corporation
D GA D EJ D PC 9/10
9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 4 (858)560-1468 + Fax (858) 560-1576
PLANNING/ENGINEERING APPROVALS
PERMIT NUMBER CB101548 DATE 8/23/10
ADDRESS 1818 ASTON AVE
RESIDENTIAL ADDITION-
MINOR (<17,000.00)
RETAINING WALL
VILLAGE FAIRE
POOL/SPA
TENANT IMPROVEMENT
COMPLETE OFFICE BUILDING
OTHER RACKS
PLANNER GINA mm
ENGINEER L
DATE 8/23/10
DATE
H:\ADMIN\COllTO/PUNim/ENGINEEKING APPROVAL
RECOMMENDED FOR APPROVAL
Daryl K. James & Associates, Inc. Checked by: Daryl Kit James
205Colina Terrace Date: September?, 2010 tf /-y<-3.1
«„„„„„.. --»--"-** -J -* ' - -S*"* /*j-WVista, CA 92084
T. (760) 724-7001 Email: kitfire@sbcglobal.net
APPLICANT: Amy Edwards JURISDICTION: Carlsbad Fire Department
PROJECT NAME: Cobra Puma PROJECT ADDRESS: 1818 Aston Avenue
PROJECT DESCRIPTION: CB101548 Racking Plan
INSTRUCTIONS
• This plan review has been conducted in order to verify conformance to minimum requirements of codes adopted
by the Carlsbad Fire Department.
• The items below require correction, clarification or additional information before this plan check can be approved
for permit issuance.
• To EXPEDITE the recheck process, please note on this list (or copy), following each correction, how and
where each correction item has been addressed, i.e. sheet number, note number, detail number, legend
number, etc Corrections or modifications to the plans must be clouded and provided with numbered
deltas and revision dates.
• PLEASE SEND OR DELIVER REVISED PLANS WITH BUILDING DEPT. COMMENTS DIRECTLY TO:
DARYL K. JAMES
205 COLINA TERRACE
VISTA, CA 92084
• Please direct any questions regarding this review directly to: Daryl K. James 760-724-7001 or
kitfire@sbcglobal.net
CORRECTION
i Fire Protection Technical Opinion & Report By Barger
Please provide a High-Piled Storage Fire Protection Technical Opinion & Report, prepared by an approved and
qualified consultant listed with the Carlsbad Fire Dept.
SEIZMIC
MATERIAL HANDLING ENGINEERING
EST. 1985
STORAGE RACKS
DRIVE-IN RACKS
CANTILEVER RACKS
MEZZANINES
CONVEYORS
CAROUSELS
PUSHBACK RACKS
RACKBUILDINOS
STEEL SHELVING
MOVABLE SHELVING
STORAGE RACKS
MODULAR OFFICES
GONDOLAS
BOOKSTACKS
FLOW RACKS
FOOTINGS
SEISMIC ANALYSIS
STRUCTURAL DESIGN
CITY APPROVALS
STATE APPROVALS
PRODUCT TESTING
FIELD INSPECTION
SPECIAL. FABRICATION.
PERMITTING SERVICES
ALASKA
ARIZONA
CALIFORNIA
COLORADO
CONNECTICUT
FLORIDA
GEORGIA
IDAHO
ILLINOIS
INDIANA
KANSAS
KENTUCKY
MARYLAND
MASSACHUSETTS
MICHIGAN
MINNESOTA
MISSOURI
MONTANA
NEBRASKA
NEVADA
NEW JERSEY
NEW MEXICO
NORTH CAROLINA
OHIO
OKLAHOMA
OREGON
PENNSYLVANIA
TENNESSEE
TEXAS
UTAH
VIRGINIA
WASHINGTON
WISCONSIN
SEISMIC ANALYSIS
OF STORAGE RACKS
COBRA PUMA CARLSBAD
1818 ASTON AVE
CARLSBAD, CA,
Job No. 10-0842
APPROVED BY
SAL E. FATEEN, P.E.
7/27/2010
161 ATLANTIC STREET * POMONA * CA91768 * TEL: (909) 869-0989 * FAX: (909) 869-09
MATERIAL HANDLING ENGINEERING
TEL : (909)869 - 0989 FAX : (909)869 - 0981
161 ATLANTIC STREET, POMONA, CA 91768
PROJECT
FOR
SHEET NO.
CALCULATED BY
DATE
COBRA PUMA CARLSBAD
McCOMBS WALL
2
RF
7/27/2010
TABLE OF CONTENTS
TABLE OF CONTENTS & SCOPE - — - 2
PARAMETERS ' 3
COMPONENTS & SPECIFICATIONS ~ : 4
LOADS & DISTRIBUTION ' ' ~ 5
LONGITUDINAL ANALYSIS - —— ~ — - ~ - 6
COLUMN ; : : 7
T"> T? A \ A -- ~ - OoriAM o
BEAM TO COLUMN - '0
TpfcTl A /^^"rK-T/^1 ,...,, , 11BRACING " " "
OVERTURNING ' ' 12
BASEPLATE :: ' 13
SLAB & SOIL- : : : 14
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.
MATERIAL HANDLING ENGINEERING
TEL : (909)869 - 0989 FAX : (909)869 - 0981
161 ATLANTIC STREET, POMONA, CA 91768
PROJECT
FOR
SHEET NO.
CALCULATED BY
DATE
COBRA PUMA CARLSBAD
McCOMBS WALL
3
RF
7/27/2010
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 vary.
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
LONGITUDINAL
NOTE: ACTUAL CONFIGURATION SHOWN ON COMPONENTS & SPECIFICATIONS SHEET
PROJECT
FOR
MATERIAL HANDLING ENGINEERING
TEL : (909)869 - 0989 FAX : (909)869 - 0981
161 ATLANTIC STREET, POMONA, CA 91768
COBRA PUMA CARLSBAD
McCOMBS WALL
SHEET NO. 4
CALCULATED BY RF
PATE 7/27/2010
COMPONENTS & SPECIFICATIONS
LEVELS = 6
PANELS = 5
LIVE LOAD = Load Varies
FRAME HEIGHT = 192 in.
FRAME DEPTH = 42 in.
BEAM LENGTH= 96 in.
SEISMIC CATEGORY = D
(Fa = 1.03, Ss = 1.18)
TYPE = SINGLE ROW
SITE CLASS = D
HI =6 in.
H2=22in.
H3=22in,
H4=22in.
H5=22in.
H6 = 66in.
-if—r
H64_h
H5
J_T^
H4
H 4'
H3
4-r
H2
J
H1
WE
W5
W4
W3
W2
W1
Wl =150 Ibs.
W2=1501bs.
W3=150Ibs.
W4=150Ibs.
W5= 1600 Ibs.
W6= 1600 Ibs.
Y5
Y4
H Y3
Y2
Y1
Yl = 42 in
Y2 = 42 in
Y3 = 42 in
Y4 = 42in
Y5= 12 in
COLUMN BEAM® Level 1 CONNECTOR @ Level 1
OK OK
IC1513(3X1 5/8 X 13GA)
Steel = 55000 psi
Stress =22%
50140
Steel = 55000 psi
Max Static Capacity = 7554 Ib.
Stress = 2%
OK
THREE PIN CONNECTOR
Stress = 9%
COLUMN BACKER BEAM @ Level 2+CONNECTOR @ Level 2+
OK
None
Stress =
50140
Max Static Capacity =? 7554 Ib.
Stress = 21%
OK
THREE PIN CONNECTOR
Stress = 24%
BRACING SLAB & SOIL
HORIZONTAL OK
1-1/2 X 1-1/2 X 16ga
Stress = 5%
DIAGONAL OK
1-1/2 X 1-1/2 X 16ga
Stress = 12%
Slab = 5" X 2500 psi
Soil Bearing Pressure = 1000 psf
Slab Puncture Stress = 25%
Slab Bending Stress = 19%
OK
BASE PLATE ANCHORS
OK
8 in X 5 in X 0.375 in
Steel = 36000 psi
MBase = 0 in. Ib.
Stress =19%
Hilti Kwikbolt TZ 0.5 Dia. X 2.5 Min. Embd.
Pullout Capacity =1110 Ibs.
Shear Capacity = 1200 Ibs.
No. Of Anchors = 2 per Base Plate
Anchor Stress = 13%
OK
NOTES: Analyzed per the 2007 CBC
PROJECT
FOR
MATERIAL HANDLING ENGINEERING
TEL : (909)869 - 0989 FAX : (909)869 - 0981
161 ATLANTIC STREET. POMONA. CA 91768
COBRA PUMA CARLSBAD
McCOMBS WALL
SHEET NO. 5
CALCULATED BY RF
PATE 7/27/2010
LOADS AND DISTRIBUTION;
Number Of Levels: 6
wLL (Sum of live loads): 3800 Ibs
wDL (Sum of dead loads): 420 Ibs
TOTAL FRAME LOAD: 4220 Ibs
Fa: 1.03
Ss: 1.18
le: 1.00
Rw (Longitudinal): 4.00
Rw (Transverse): 4.00
LONGTUDINAL DIRECTION
V =r
(2/3) X 1.03 X 1.1 8 X 1 X (((2/3)3800) + 420) / (4 X 1.4)
VLong • 427 Ibs
TRANSVERSE DIRECTION
V ='Trans ~
(2/3) X 1.03 X 1.18 X 1 X (((2/3)3800) + 420) / (4 X 1.4)
Tram • 421
F, = V\
•""
1
2
3
4
5
6
6
28
50
72
94
160
LONGITUDINAL
",-
220
220
220
220
1,670
1,670
*A
1,320
6,160
11,000
15,840
156,980
267,200
458,500
•• //
1
6
10
15
146
249
427 Ibs
TRANSVERSE
^220
220
220
220
1,670
1,670
"A
1,320
6,160
11,000
15,840
156,980
267,200
458,500
/,
1
6
10
15
146
249
427 Ibs
MATERIAL HANDLING ENGINEERING
TEL : (909)869 - 0989 FAX : (909)869 - 0981
161 ATLANTIC STREET, POMONA, CA 91768
PROJECT
FOR
SHEET NO.
CALCULATED BY
DATE
COBRA PUMA CARLSBAD
McCOMBS WALL
6
RF
7/27/2010
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).
*"• Upper ^ ±v'
Mc<mn>K ~
MC,mn • 2 = M Upper + MLower
Vising = 214 Ibs
Mn-n
M5-5
M4-4 .
M3-3 jt
M2-2
Ml-1
M base
nf
7
*>jFn
*/F4
*fF3
0 in/Ib ~ 214 in/lb
FRONT ELEVATION
LEVELS
1
2
3
4
5
6
h
4
22
22
22
22
66
/
0
3
5
8
73
124
AXIAL LOAD
2,110
2,000
1,890
1,780
1,670
835
MOMENT
856
2,354
2,321
2,266
2,178
4,125
Mconn
1,819
2,552
2,508
2,436
4,816
3,726
SAMPLE CALC.
= (214 Ibs X 4 in) - 0 in/lb = 856 in/Ib
MATERIAL HANDLING ENGINEERING
TEL : (909)869 - 0989 FAX : (909)869 - 0981
161 ATLANTIC STREET. POMONA. CA 91768
PROJECT COBRA PUMA CARLSBAD
FOR McCOMBS WALL
SHEET NO. 7
CALCULATED BY RF
DATE 7/27/2010
COLUMN ANALYSIS :
Axial
P= 2000 Ibs
M = 2354 in/lb
* x = 1.2X20in/1.24104in
R* = 19.3
Zy-Ly = 1X42in/06154in
Ry = 68.2
" P 62.5 KSI
—Max = 68-2
Wi/ rV /rMax)
- 28KSI
Since :Fe>Fy/2..
( p \ = 55KSIX[1 -55KSI/(4X62.50827KSI)]
= F i ^_
A 4'-^J = 42.9 KSI
= Aeff-Fn = o.5154inA2X42.9KSI = 22111 Ibs
= 22111 Ibs/1.92 = 11516 IbsP-A.0~ttc
0.17
P M..
'. h-
Myield = M =S -F = 0.52925 InA3 X 55000 PSI= 29109 in/lb
_My
Q/= 29109/1.67 in/lb
= (3. 14159)A2X 29500 KSI X 0.79387 /(24i= 401280 Ibs
1/1-
Per
= (1/(1-(1.92X2000 lb/4012801b)))A-l = 0.99
A-
B
JL
SECTION PROPERTIES
A : Sin
B : 1.625 in
Aeff
Sx
lySy :
Ry
Kx
Lx
Ky
Ly
Fy
E
0.0897 in
: 0.5154 in
: 0.79387 inA
0.52925 in
: 1.241041
0.1952inA
0.2364 inA
0.6154 in
: 1.2
:20in
:42in
: 55 KSI
:29500 KSI
Qc: 1-92
Q/: 1-67
Cmx : 0.85
Cb : 1
(2000 Ib / 1 1516 Ib) + (0.85 X 2354 in/lb / 17431 in/lb X 0.99) = 0.29 < 1.33 (22%)
MATERIAL HANDLING ENGINEERING
TEL: (909) 869-0989 • FAX: (909) 869-0981
161 ATLANTIC AVENUE • POMONA, CA 91768
PROJECT
FOR
SHEET NO.
CALCULATED BY
DATE
COBRA PUMA CARLSBAD
McCOMBS WALL
7.1
RF
9/2/2010
COLUMN ANALYSIS
SECTION.
Pstatic= 2,000 LB
Pseismic= 2354IN-LB/42 IN
= 56 LB
Ptotal= 2,056 LB
My= V*h
= 214 LB* 8 IN
= 1,712-IN-LIB
KxLx/rx = 1.2*20 IN/1.241 IN
= 19.3
KyLy/ry=. 1*42 IN/0.6154 IN
= 68.2 <=== (Kl/r)max
Fe= TrA2E/(KL/r)maxA2
= 62.5 KSI
Fy/2= 27.5 KSI
SINCE, Fe > Fy/2
THEN, Fn= Fy(1-Fy/4Fe)
= 55 KSI*[1-55 KSI/(4*62.5 KSI)]
= 42.9 KSI
Pn= AefTFn
='22,111 LB
Qc= 1.92
WEAK AXIS COLUMN ANALYSIS
Pool
V=
Mseismic=
h=
DEPTH=
(EQ. C4-3)
(EQ C4-2)
Pa= Pn/Qc
= 22111 LB/1.92 (EQC4-1)
= 11,516 LB
P/Pa= 0.18 > 0.15
FLEXURE
CHECK: P/Pa + (Cmx*Mx)/(Max*|jx) < 1.33
P/Pao + Mx/Max s 1.33 (EQ C5-1)
Pno= Ae*Fy (EQ C5-2)
= 0.5151NA2*55000PSI
= 28,347 LB
Pao= Pno/Oc
= 28347 LB/1.92
= 14,764 LB
Myield=My= Sy*Fy
= 0.236 INA3 * 55000 PSI
= 29,109 IN-LB [jx=
Max= My/Df
= 29109IN-LB/1.67
= 17,430 IN-LB
Pcr= TTA2EI/(KL)maxA2
= TTA2*29500000 PSi/(1*42 IN)A2
= 32,218 LB
THUS,
(2056 LB/11516 LB) + (0.85*1712 IN-LB)/(17430 IN-LB*0.88) =
(2056 LB/14764 LB) + (1712 IN-LB/17430 IN-LB) =
SIDE ELEVATION
214 LB
2,354 IN-LB
8.0 IN
42 IN
SECTION PROPERTIES
A= 3.0 IN
B= 1.625 IN
C= 0.75 IN
t= 0.090 IN
Aeff= 0.515INA2
Ix = 0.794 INA4
Sx = 0.529 INA3
rx= 1.241 IN
ly= 0.195INA4
Sy = 0.236 INA3
ry= 0.615 IN
Kx= 1.2
Lx = 20.0 IN
Ky= 1.00
Ly=42.0IN
Fy= 55 KSI
E= 29,500 KSI
Qf= 1.67
Cmx= 0.85
Cb= 1.0
{1/[1-(Qc*P/Pcr)]}A-1
(1/[1-(1.92*2056 LB/32218 LB)]}A-1
0.88
0.27 < 1.0 OK (EQC5-1)
0.24 < 1.0, OK (EQC5-2)
MATERIAL HANDLING ENGINEERING
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161 ATLANTIC STREET, POMONA, CA 91768
PROJECT COBRA PUMA CARLSBAD
FOR McCOMBS WALL
SHEET NO. 8
CALCULATED BY RF
DATE 7/27/2010
BEAM ANALYSIS: . .
BEAM TO COLUMN CONNECTIONS PROVIDE ADEQUATE MOMENT CAPACITY TO STABLIZE THE SYSTEM,
ALTHOUGH IT DOES NOT PROVIDE FULL FIXITY. THUS, THE BEAMS WILL BE ANALYSED ASSUMING PARTIAL END
FIXITY. FOR THE COMPUTATION OF BEAM TO COLUMN MOMENT CAPACITY, THE PARTIAL END FIXITY MOMENT OF
THE BEAM WILL BE ADDED TO THE LONGITUDINAL FRAME MOMENT FOR THE ANALYSIS OF THE CONNECTION.
EFFECTIVE MOMENT FOR PARTIALLY FIXED BEAM
For a simply supported beam, the max moment at the center is given by WL ~ /& '. An assumption of partial fixity will decrease
this maximum moment by the following method.
Percentage of End Fixity = 25% ^ = 0.25
MCenter = MCenter(Simple ends) - 6*MCenter(Fixed ends)
= 0.104-JF/2
Reduction Coefficient P = 0.104/0.125 = 0.833
Mc^-P-Wl*!* =0.833. M2/8
MKnds=(/)-MMai:(FixedEnds) = W12/U- 0.25
= 0.0208 • Wl2
EFFECTIVE DEFLECTION FOR PARTIALLY FIXED BEAM
For a simply supported beam, the max deflection at the center is given \yyswi */3S4 EI .
An assumption of partial fixity will decrease this maximum deflection by the following
method.
Mcenter(simple)
Mends Mcenter
(feed)
TYPICALBEAM FRONT VIEW
384 •£•/,.
LiveLoad IM - ISOlbs
£>eaJZoflJ//v/=41b/ftX2X(96/12) .= 64 Ibs
M - 0.104*0/72 =1070in/IbCenter "r t
M1!ncls = 0.0208* Wl2 =214 in/lb
Fh = 0.6 • F = 33000 PSI
FBFff: = 33000 PSF
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PROJECT COBRA PUMA CARLSBAD
FOR McCOMBS WALL
SHEET NO. 9
CALCULATED BY RF
DATE 7/27/2010
BEAM ANALYSIS :
MAXIMUM STATIC LOAD
--. ' <•
PER LEVEL DEPENDS ON:
1. MAXIMUM MOMENT CAPACITY ~'~
Fh=M/Sx
F°iw „
FE
MaxWeight llvl- —
= ((33000 X 16 X 1.30811)
2. MAXIMUM ALLOWABl
A i, , — L \ 80 = Q5
384-£-/r
38'A/fsrv l/ffpicrlit /7W —
V/l^
N!^T: D
fl-L +-
1 (0.833 X 96)) X 0.875 = 7554 Ibs/lvl / = 3.41851 inA4 £ _ 1.30811inA3
£ DEFLECTION -p zzSSOOO PSI a(impactCoefficient} = 0.89
33 In ^-0.833 9= 0-25
L(Length) = 96 in 4 = 96 in
Step— 1.625 in BeamThickness = 0.07
BeamDepth = 5 in
\-E-Ix-kAlloy, r3 TopWidth= 1.75 in BottomWidth= 2.75 i
~~ |
5
47 i
1n
= ((384 X 29000000 X 3.41851 X 0.533) / (5 - (4 X 0.25))) X 96A3 = 11474 Ibs/lvl
MAXIMUM ALLOWABLE LIVE LOAD PER LEVEL = 7SS41bs/lvl BeamStress = 2%
ALLOWABLE AND ACTUAL
M~ -*!'/* u^
Level Mstatic
I 1070
2 1070
3 1070
4 1070
5 8320
6 8320
BENDING MOMENT AT EACH LEVEL
Allow, Static x h
= 3/^*1.125 M&,,m/,=M(
^impact ^Allow.Static ^-Seismic
1204 43168 1819
1204 43168 2552
1204 43168 2508
1204 43168 2436
9360 43168 4816
9360 43168 3726
\f O jjj E1 jij 1 O
Allow , Seismic x b
'onn
M,,, 0 . . ResultAllow.Sersmic
57557 GOOD
57557 GOOD
57557 GOOD
57557 GOOD
57557 GOOD
57557 GOOD
3
MATERIAL HANDLING ENGINEERING
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161 ATLANTIC STREET, POMONA, CA91768
PROJECT COBRA PUMA CARLSBAD
FOR McCOMBSWALL
SHEET NO. 10
CALCULATED BY RF
DATE 7/27/2010
BEAM TO COLUMN ANALYSIS :
CONNECTION CAPACITY DEPENDS ON THE FOLLOWING PARAMETERS:
1 . SHEAR CAPACITY OF PIN
PinDiameter = 0.438/w.
Fy = 55000 PSI
2 nAshaar = Diameter • — = 0.1507 in A2
o P2
tk
QA-Fy-Ash«ar = 0.4 X 55000 X 0. 1 507 in* = 3315 Ibs
2. BEARING CAPACITY OF PIN
ColumnThickness = 0.0897
Fu = 65000PS7
Q = 2.22
a = 2.22
PaearinK = a -Fu • Dia. • Col Thickness /Q. = 2.22 X 65000 X 0.438 X 0.0897 / 2.22 = 2554 Ibs
3. MOMENT CAPACITY OF BRACKET
EdgeDist . = 1.0 In.
PinSpacing = 2 In
-1/2"
1/2"
Fy = 55000 PSI
C= P+P+P
Taip= 0.179 In.
S(:llp=Q.min3
= PI X 1.667
M Capacity = SClip ' lending = 0. 1 27 In A3 X .66 X Fy = 461 0 in-lb
C'd = MCapaetty= 1.667 P^d
d- EdgeDist /2 = 0.5
PcJiP ^1.667'^) = 4610 / (1.667 X 0.5) = 5531 Ibs
MINIMUM VALUE OF-Pl GOVERNS
/ = 2554 Ibs
- 1-5/8"
- 4.5]+ ft *(2.5/4.5)* 2.5J+ [/? * (.5/4.5)* .5]* 1 .33
= 20192in-lb > 1819in-!b OK
MATERIAL HANDLING ENGINEERING
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PROJECT
FOR
SHEET NO.
CALCULATED BY
DATE
COBRA PUMA CARLSBAD
McCOMBS WALL
11
RF
7/27/2010
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 = *J(L-6)2 + (D - (2 • BCol))2
= 54tg«
Vtrans • LDiagVdiag = •
k-l
rMin
(1 X 54.8008)7 (0.527)
rM
F,,
F =F1 n * e
Pn=Area-Fn
= 604 Ibs
= 104 In
26469.4 PSI
27500
26469.4 PSI
= 7306 Ibs
SIDE ELEVATION
Panel Height (L) = 42 In
Panel Depth (D) = 42 In
Column Depth (B) = 1.625 In
Clear Depth (d) = (D - 2*B) = 38.7
= 3805 Ibs
Brace Stress =
VDiag
= 0.16 <1.33 (12%)
MATERIAL HANDLING ENGINEERING
TEL : (909)869 - 0989 FAX : (909)869 - 0981
161 ATLANTIC STREET, POMONA, CA 91768
PROJECT COBRA PUMA CARLSBAD
FOR McCOMBS WALL
SHEET NO. 12
CALCULATED BY RF
DATE 7/27/2010
OVERTURNING ANALYSIS :
FULLY LOADED
Total Shear = 427 Ibs
Mml = 427 X 129 X 1.15 = 63345 in/lb
= (3800+(.85 X 420)) X 42/2 = 87297 in/lb
l(M -M,} = (63345-87297) /42
— ,_._>,.._,.9VL $LL — s"if\ iun n,i«i;-A- ^--~ tUpUfl d
TOP SHELF LOADED
-570 Ibs. Puplift <= 0 No Up Lift
Shear
juf"*
= 215 Ibs
=215X160X1.15 = 39580 in/lb
= (1600 + (.85X420)) X 42/2 = 41097 in/lb
= (39580-41097) / 42
= -36 Ibs. Pup!ift<=0 No up Lift
ANCHORS
No. of Anchors : 1
Pull Out Capacity : lllOLbs.
Shear Capacity : 1200 Lbs.
COMBINED STRESS
Fullv Loaded = (0 /1110 X 2))+ ((427 /2)/(1200 X 2)) = 0.09
Top Shelf Loaded = (0 / (1110 X 2))+ ((215 /2)/(1200 X 2)) = 0.04
USE 2 Hilti Kwikbolt TZ 0.5 Dia. X 2.5 Min. Embd. Anchors per BasePlate.
(or approved equal)
Puplift
CROSS AISLE ELEVATION
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PROJECT
FOR
SHEET NO.
CALCULATED BY
DATE
COBRA PUMA CARLSBAD
McCOMBS WALL
13
RF
7/27/2010
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.
2 Col
MBase
P Pr _ rCo!
21101bs
0 in/Ib
A D-B
f =J b D-B2 6
f -2A.,A2- B J
Jh\ = Jb ~ Jb:
Ste=-
fh
"Base ' ?'Base
Base Plate Width (B) = 8 in
Base Plate Depth CD) = 5 in
Base Plate Thickness (t) = 0.375 in
b = 3 in
bl ' = 2.5 in
Fv (base) = 36000 PS I
52.8 PSI
= 0 PSI
OPSI
= OPSI
= 164.84 in/Ib
0.02 in/cb
= 36000 PSI
= 0.19 <= 1 OK
ANCHOR TENSION
No. of Anchors Resisting Tension (n) = . 1
T-d,=MBase-(PCol-(b/2)}
ffli 1
/<!
— ft2
— *1
Pool'- Dp-
Mtf " y
jfh jft
NEGATIVE, THEREFORE NO TENSION fT f— Danchor—rr
MATERIAL HANDLING ENGINEERING
TEL : (909)869 - 0989 FAX : (909)869 - 0981
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PROJECT COBRA PUMA CARLSBAD
FOR McCOMBS WALL
SHEET NO. 14
CALCULATED BY RF
DATE 7/27/2010
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
2110Ibs Mot = 63345.45 in-lb
[.2-Pslalic+l.Q-'(Mol/dy) * = 4444 Ibs
•> n^ = 100 PSI
A —•^
f PJ v „ * max
F ~ A -Fv pwncl puncl
SLAB TENSION
t •2-t = 180 sq. in.
= 0.25
A =
X°il
+t
h_L-B
2
Mmnt. = —
MCanc
144-2
E1 O C1
rb "Cone ' rConc
= 481 sq. in.
= 21.94 in
= 11.32 in
= 5.31 in
= 130 in-lb
= 4.17 cb. in.
= 162.5 PSI
= 0.19
*(EQ 16-19) SEC. 1605.'
P
B
L
T
t
FOOTING
B = 8 in
W = 5 in
Frame Depth J = 42 in
CONCRETE
f'c = 2500 PSI
/ = 5 in
^ = 0.65
SOIL
fsoil = 1000PSF
OK
SEIZMIC
MATERIAL HANDLING ENGINEERING
EST. 1985
TEL : (909) 869-0989 FAX : (909) 869-0981
STRUCTURAL CORRECTION
FOR • . -
COBRA PUMA CARLSBAD
1818 ASTON AVENUE
CARLSBAD,CA
PLAN CHECK #101548
SEIZMIC, INC. PROJECT # 10-0842
DATE: 9/2/10
1. Provide a note on the plans indicating if any hazardous material 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: Hazardous material information to be provided by owner.
2. Obtain Fire Department approval.
Response: Fire Department approval to be addressed by the owner
3. Provide calculations for the column weak axis bending plus axis 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 maxi um for the lateral load from the base plate to the first diagonal brace (not
only to the first horizontal member).
Response: Provided, please see page 7.1 of revised calculations.
4. The tena!nt space and new and/or existing facilities serving the remodeled area must be accessible to and
functional for the physically disabled. Show a path of travel from the handicapped parking space to the
rack area and the bathrooms serving the rack area comply with all the current disabled access
requirements. Title 2 ,Part 2.
Response: Disabled access to be provided by owner
5. Indicate the clearance from the new racks to the ex/sting building walls and building columns.
Response: Rack clearance from building columns and walls indicated on sheet 10-0842-A, note # 1.1.
6. Note on the plans that the rack design loads will be posted per section 1.4.2 of RM1.
Response: Posting of rack design loads is noted on sheet 10-0842-A, note #10.
If there are any questions regarding this project please call me. Thank you for your time and consideration.
Sincerely,
Roy J. Farrow,
Seizmic Inc.
SEIZMIC
MATERIAL HANDLING ENGINEERING
EST. 1985
STORAGE RACKS
DRIVE-IN RACKS
CANTILEVER RACKS
MEZZANINES
CONVEYORS
CAROUSELS
PUSHBACK RACKS
RACKBUILDINOS
STEEL SHELVING
MOVABLE SHELVING
STORAGE RACKS
MODULAR OFFICES
GONDOLAS
BOOKSTACKS
FLOW RACKS
FOOTINGS
SEISMIC ANALYSIS
STRUCTURAL DESIGN
CITY APPROVALS
STATE APPROVALS
PRODUCT TESTING
FIELD INSPECTION
SPECIAL. FABRICATION.
PERMITTING SERVICES
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WISCONSIN
SEISMIC ANALYSIS
OF STORAGE RACKS
COBRA PUMA CARLSBAD
1818 ASTON AVE
CARLSBAD, CA,
Job No. 10-0842
APPROVED BY
SAL E. FATEEN, P.E.
7/27/2010
161 ATLANTIC STREET * POMONA * CA91768 * TEL: (909) 869-0989 * FAX: (909) 869-0981
MATERIAL HANDLING ENGINEERING
TEL : (909)869 - 0989 FAX : (909)869 - 0981
161 ATLANTIC STREET, POMONA, CA91768
PROJECT
FOR
SHEET NO.
CALCULATED BY
DATE
COBRA PUMA CARLSBAD
McCOMBS WALL
2
RF
7/27/2010
TABLE OF CONTENTS
TABLE OF CONTENTS & SCOPE - - 2
PARAMETERS ; 3
COMPONENTS & SPECIFICATIONS 4
LOADS & DISTRIBUTION 5
LONGITUDINAL ANALYSIS - ~ — - 6
COLUMN 7
T~» T7 A A yf QBbAM 8
BEAM TO COLUMN : '0
BRACING - - n
OVERTURNING ' ' 12
BASEPLATE 13
SLAB & SOIL- • : 14
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.
MATERIAL HANDLING ENGINEERING
TEL : (909)869 - 0989 FAX : (909)869 - 0981
161 ATLANTIC STREET, POMONA, CA 91768
PROJECT
FOR
SHEET NO.
CALCULATED BY
DATE
COBRA PUMA CARLSBAD
McCOMBS WALL
3
RF
7/27/2010
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.
<y
CONCEPTUAL DRAWING
Some components may not
be used or may vary.
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
LONGITUDINAL
NOTE: ACTUAL CONFIGURATION SHOWN ON COMPONENTS & SPECIFICATIONS SHEET
PROJECT
FOR
MATERIAL HANDLING ENGINEERING
TEL : (909)869 - 0989 FAX : (909)869 - 0981
161 ATLANTIC STREET. POMONA. CA 91768
COBRA PUMA CARLSBAD
McCOMBS WALL
SHEET NO. 4
CALCULATED BY RF
»ATE 7/27/2010
COMPONENTS & SPECIFICATIONS SITE CLA<
•^ n w
PANELS = 5
LIVE LOAD = Load Varies
FRAME HEIGHT = 192 in.
FRAME DEPTH = 42 in.
BEAM LENGTH= 96 in.
SFISMIC CATEGORY - D
(Fa — 1.03, Ss — 1.1 a)
TYPE = SINGLE ROW
COLUMN
H2=22in. H6
H3=22in. , w
H4-22in. p
H5=22in. H5
H6 = 66 in. J W
h
H4
H J Wr
H3
J wr
H2
I Wr
H1
<• 4
I' I'( L
BEAM,(
5S = D
6 Wl ISO Ibs ^ - Yl-42m
W2=1501bs. 1 Y2-42m
5 W3=1501bs. ^5 Y3 = 42in
2 I'M .'mi 1 Y4 = 42inW4 — 150IUS. si ,
W5=16001bs. 1 \ Y5=12m
4 W6=16001bs. Y4 \
\
3 H Y3 /
i /r \
Y2 \
J \1 r /
Y1 /
4 /
- 'I )(— D — 4"
% Level 1 CONNECTOR @ Level 1
OK OK OK
1C1513(3X1 5/8 X 13GA) 50140 THREE PIN CONNECTOR
Steel = 55000 psi Steel = 55000 psi Stress = 9%
Stress =22% Max Static Capacity = 7554- lb.
Stress = 2%
COLUMN BACKER
None
Stress =
BEAM @ Level 2+ CONNECTOR @ Level 2+
OK OK
50140 THREE PIN CONNECTOR
Max Static Capacity = 7554 lb. Stress = 24%
Stress = 21%
BRACING
HORIZONTAL OK
1-1/2 X 1-1/2 X 16ga
Stress = 5%
DIAGONAL OK
1-1/2 X 1-1/2 X 16ga
Stress =12%
BASE PLATE
OK
8 in X 5 in X 0.375 in
Steel = 36000 psi
MBase = 0 in. lb.
Stress =19%
SLAB & SOIL
Slab = 5" X 2500 psi OK
Soil Bearing Pressure = 1 000 psf
Slab Puncture Stress = 25%
Slab Bending Stress = 19%
ANCHORS
Hilti Kwikbolt TZ 0.5 Dia. X 2.5 Min. Embd. OK
Pullout Capacity =1110 Ibs.
Shear Capacity = 1200 Ibs.
No. Of Anchors = 2 per Base Plate
Anchor Stress = 13%
NOTES: Analyzed per the 2007 CBC
MATERIAL HANDLING ENGINEERING
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PROJECT COBRA PUMA CARLSBAD
FOR McCOMBS WALL
SHEET NO. 5
CALCULATED BY RF
PATE 7/27/2010
LOADS AND DISTRIBUTION:
Number Of Levels: 6
wLL (Sum of live loads): 3800 Ibs
wDL (Sum of dead loads): 420 Ibs
TOTAL FRAME LOAD: 4220 Ibs
Fa: 1.03
Ss: 1.18
le: 1.00
Rw (Longitudinal): 4.00
Rw (Transverse): 4.00
TT
Long ~~
LONGTUDINAL DIRECTION
2/3.F..y,.V(((2/3).yJ+lQ
/L-1.4
TRANSVERSE DIRECTION
"""
(2/3) X 1.03 X 1.18 X 1 X (((2/3)3800) + 420) / (4 X 1.4)
VLO»S • 427 Ibs
(2/3) X 1.03 X 1.18 X IX (((2/3)3800) + 420) / (4 X 1.4)
Trans • 427 ]
F, = V\
Levels
1
2.
3
4
5
6
*
6
28
50
72
94
160
LONGITUDINAL
",
220
220
220
220
1,670
1,670
wA
1,320
6,160
11,000
15,840
156,980
267,200
458,500
//
1
6
10
15
146
249
427 Ibs
TRANSVERSE
",
220
220
220
220
1,670
1,670
*A
1,320
6,160
11,000
15,840
156,980
267,200
458,500
/,
1
6
10
15
146
249
427 Ibs
MATERIAL HANDLING ENGINEERING
TEL : (909)869 - 0989 FAX : (909)869 - 0981
161 ATLANTIC STREET, POMONA, CA 91768
PROJECT
FOR
SHEET NO.
CALCULATED BY
DATE
COBRA PUMA CARLSBAD
McCOMBS WALL
6
RF
7/27/2010
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).
*^FnUpper Lower = M Conn'R' + MC,>nn'i:
Mcom
MCom
V' Col
• 2 = M Upper + MLowr
\ -^ Upper + ^ Lower \
( 2 J
vI-»»R , _ I14,h(:
2
0 in/Ib - 214 in/Ib
FRONT ELEVATION
LEVELS
1
2
3
4
5
6
h,
4
22
22
22
22
66
f,
0
3
5
8
73
124
AXIAL LOAD
2,110
2,000
1,890
1,780
1,670
835
MOMENT
856
2,354
2,321
2,266
2,178
4,125
Mconn
1,819
2,552
2,508
2,436
4,816
3,726
SAMPLE CALC.
= (214 Ibs X 4 in) - 0 in/lb = 856 in/Ib
MATERIAL HANDLING ENGINEERING
TEL : (909)869 - 0989 FAX : (909)869 - 0981
161 ATLANTIC STREET. POMONA. CA 91768
PROJECT COBRA PUMA CARLSBAD
FOR McCOMBS WALL
SHEET NO. 7
CALCULATED BY RF
DATE 7/27/2010
COLUMN ANALYSIS :
P = 2000 Ibs
M = 2354 in/lb
= 1.2X20in/1.24104in „*
R* = 19.3 —Max = 68.2
K-Ly R—-—- = 1 X 42in / 0.6154in
Axial
= 68.2
Trr2 /7
1
Since :Ft>Fy/2.
1.5 KSI
28KSI
F=F\ 1 —
55KSIX[1-55KSI/(4X62.50827KSI)]
4-Fe) = 42.9 KSI
Pn-Aeff-Fn = o.5154inA2X42.9KSI = 22111 Ibs
__^_
°~Q^= 221 11 Ibs/ 1.92 11516 Ibs
= 0.17
F/exwe
P M
-4-——i-<1 '. I _i i .b:^>0.15
Myield = M =S -F = 0.52925 InA3 X 55000 PS1= 29109 in/lb
y x r
= 29109/1.6 in/lb
= (3. 14159)A2X 29500 KSI X 0.79387 /(24i= 401280 Ibs
~TB
SECTION PROPERTIES
A : Sin
B : 1.625 in
t :
Aeff
Sx
Rx
ly :
Sy :
Ry :
Kx
Lx
Ky
Ly
Fy
E
0.0897 in
: 0.5154 in
: 0.79387 inA
0.52925 in
: 1.24104 i
0.1952inA
0.2364 inA
0.6154 in
: 1.2
:20in
:42in
: 55 KSI
: 29500 KSI
1/1- Qc
JT\ = (1/0 -(1.92X2000 Ib/401280 lb)))A-l = 0.99 tic: 1-92
Q/: 1.67
Cmx : 0.85
Cb : 1
(2000 Ib / 1 1516 Ib) + (0.85 X 2354 in/lb / 17431 in/lb X 0.99) = 0.29 < 1.33 (22%)
MATERIAL HANDLING ENGINEERING
TEL: (909) 869-0989 • FAX: (909) 869-0981
161 ATLANTIC AVENUE • POMONA, CA 91768
PROJECT
FOR
SHEET NO.
CALCULATED BY
DATE
COBRA PUMA CARLSBAD
McCOMBS WALL
7.1
RF
9/2/2010
COLUMN ANALYSIS
SECTION.
Pstatic= 2,000 LB
Pseismic= 2354IN-LB/42 IN
= 56 LB
Ptotai= 2,056 LB
My= V*h
= 214 LB* 8 IN
= 1,712 IN-LB
WEAK AXIS COLUMN ANALYSIS
INKxLx/rx= 1.2*20 IN/1.241
= 19.3
KyLy/ry=. 1*42 IN/0.6154 IN
= 68.2 <=== (Kl/r)max
DEPTH
Pcol
My
AXIAL
SINCE,
THEN,
Fe= irA2E/(KL/r)maxA2
= 62.5 KSI
Fy/2= 27.5 KSI
Fe > Fy/2
Fn= Fy(1-Fy/4Fe)
= 55 KSI*[1-55 KSI/(4*62.5 KSI)]
= 42.9 KSI
Pn= Aeff'Fn
='22,111 LB
Qc= 1.92
V=
Mseismic=
h=
DEPTH=
(EQ. C4-3)
(EQ C4-2)
Pa= Pn/Qc
= 22111 LB/1.92 (EQC4-1)
= 11.516LB
P/Pa= 0.18 > 0.15
FLEXURE
CHECK: P/Pa + (Cmx*Mx)/(Max*(jx) £ 1.33
P/Pao + Mx/Max <• 1,33 (EQ C5-1)
Pno= Ae*Fy (EQ C5-2)
= 0.515 INA2'55000 PSI
= 28,347 LB
Pao= Pno/Dc
= 28347 LB/1.92
= 14,764 LB
Myield=My= Sy*Fy
= 0.236 INA3 * 55000 PSI
= 29,109 IN-LB px=
Max= My/Qf
= 29109IN-LB/1.67
= 17,430 IN-LB
Pcr= tTA2EI/(KL)maxA2
= irA2*29500000 PSl/(1*42 IN)A2
=.32,218 LB "
THUS,
(2056 LB/11516 LB) + (0.85*1712 IN-LB)/(17430 IN-LB*0.88) =
(2056 LB/14764 LB) + (1712 IN-LB/17430 IN-LB) =
SIDE ELEVATION
214 LB
2,354 IN-LB
.8.0 IN
42 IN
SECTION PROPERTIES
A= 3.0 IN
B= 1.625 IN
C= 0.75 IN
t = 0.090 IN
Aeff= 0.515INA2
Ix = 0.794 INA4
Sx = 0.529 INA3
rx= 1.241 IN
ly= 0.195INM
Sy = 0.236 INA3
ry= 0.615 IN
Kx= 1.2
Lx= 20.0 IN
Ky=1.00
Ly = 42.0 IN
Fy= 55 KSI
E= 29,500 KSI
Qf= 1.67
Cmx= 0.85
Cb= 1.0
{1/[1-(nc*P/Pcr)]}A-1
{1/[1-(1.92*2056 LB/32218 LB)]}A-1
0.88
0.27 < 1.0 OK (EQC5-1)
0.24 < 1.0, OK (EQC5-2)
MATERIAL HANDLING ENGINEERING
TEL : (909)869 - 0989 FAX : (909)869 - 0981
161 ATLANTIC STREET, POMONA, CA 91768
PROJECT COBRA PUMA CARLSBAD
FOR McCOMBS WALL
SHEET NO. 8
CALCULATED BY RF
DATE 7/27/2010
BEAM ANALYSIS :
BEAM TO COLUMN CONNECTIONS PROVIDE ADEQUATE MOMENT CAPACITY TO STABLIZE THE SYSTEM,
ALTHOUGH IT DOES NOT PROVIDE FULL FIXITY. THUS, THE BEAMS WILL BE ANALYSED ASSUMING PARTIAL END
FIXITY. FOR THE COMPUTATION OF BEAM TO COLUMN MOMENT CAPACITY, THE PARTIAL END FIXITY MOMENT OF
THE BEAM WILL BE ADDED TO THE LONGITUDINAL FRAME MOMENT FOR THE ANALYSIS OF THE CONNECTION.
EFFECTIVE MOMENT FOR PARTIALLY FIXED BEAM
For a simply supported beam, the max moment at the center is given by wi 2 /8 . An assumption of partial fixity will decrease
this maximum moment by the following method.
Percentage of End Fixity = 25% 0 = 0.25
MCenter = MCenter(Simple ends) - 0*MCenter(Fixed ends)
= 0.104-r/2
Reduction Coefficient P = 0.104/0.125 = 0.833
=0.833- Wl2f%
= W12/12- 0.25
= 0.0208 -Wl2
EFFECTIVE DEFLECTION FOR PARTIALLY FIXED BEAM
For a simply supported beam, the max deflection at the center is given bysw V384 E1 •
An assumption of partial fixity will decrease this maximum deflection by the following
method.
„ 5JF?4
Mcenterfsimple)
Mcenter
TYPICALBEAM FRONT VIEW
384- E- L
LiveLoad I hi = 1501bs
DeadLoad/M=*WftX2X(96l\2) = 64 Ibs
MCenler= 0.104* p^2 =1070in/lb
M,!nds = 0.0208* Wl2 = 214in/Ib
Fh=0.6-F = 33000 PSI
FBFff = 33000 PSI
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PROJECT COBRA PUMA CARLSBAD
FOR McCOMBS WALL
SHEET NO. 9
CALCULATED BY RF
DATE 7/27/2010
BEAM ANALYSIS ;
MAXIMUM STATIC LOAD PER LEVEL DEPENDS ON:
1 . MAXIMUM MOMENT CAPACITY ~ '~~
Fh = M/SX
FR " \ / /rXw £
FB,ff -16 -SxMaxWeight / M - LS' x -a
fr!r|
: ; D
P'L
= ((33000 X 16 X 1.3081 1) / (0.833 X 96)) X 0.875 = 7554 Ibs/lvl / = 3.41851 inA4
2. MAXIMUM ALLOWABLE DEFLECTION p =55000 PSI
A
a/fo«. =£/180 = 0.533 In ,5=0833
W14 L(Length) = 96
A . /? "
384-E-Ix
= ((384X29000000X3.4
MAXIMUM ALLOW ABL
M6p — 1 .625 in
\-E-Ix>kMlmf r3 TopWidth= 1.7
v = 1.30811 inA3
X
a(impactCoefficient) - 0.875
Q= 0.25
in L = 96 in
ReamThickness = 0.0747 i
BeamDepth = 5 in
5 in BottomWidth= 2.75 in |
-46/ ~ " " ""
1851 X 0.533) / (5 - (4 X 0.25))) X 96A3 = 11474 Ibs/lvl
E LIVE LOAD PER LEVEL = 75541bs/lvl BeamStress = 2%
ALLOWABLE AND ACTUAL BENDING MOMENT AT EACH LEVEL
M Impact
Level Mstatic
1 1070
2 1070
3 1070
4 1070
5 8320
6 8320
= MM,*1.125 AH"*a° '* * Ms<1,m,=M(
^Impact ^AHow,Slatic ^Seismic
1204 43168 1819
1204 43168 2552
1204 43168 2508
1204 43168 2436
9360 43168 4816
9360 43168 3726
Tt,f C jfeFsfcl /5'71V1 Allow geismic ~ °x rb i'JJ
MA1, Q. . ResultAllow.Seismic
57557 GOOD
57557 GOOD
57557 GOOD
57557 GOOD
57557 GOOD
57557 GOOD
MATERIAL HANDLING ENGINEERING
TEL : (909)869 - 0989 FAX : (909)869 - 0981
161 ATLANTIC STREET, POMONA, CA 91768
PROJECT COBRA PUMA CARLSBAD
FOR McCOMBS WALL
SHEET NO. 10
CALCULATED BY RF
DATE 7/27/2010
BEAM TO COLUMN ANALYSIS :
CONNECTION CAPACITY DEPENDS ON THE FOLLOWING PARAMETERS:
1. SHEAR CAPACITY OF PIN
PinDiameter = 0.438/n.
Fy = 55000 PSI
•> nL = Diameter"— = 0.1507 inA2
4
X 5500° X °'J 507 inA = 3315 lbs
2. BEARING CAPACITY OF PIN
ColumnThickness = 0.0897
FH = 65000PS7
£2 = 2.22
a = 2.22
G-
PI
P2
nearmg =a'F>,'Dtci-' Col.Thickness/Q. = 2.22 X 65000 X 0.438 X 0.0897 / 2.22 = 2554 lbs
3. MOMENT CAPACITY OF BRACKET
EdgeDist . = 1.0In.
PinSpacing - 2 In
Fy = 55000 PSI
C= ^+JP2+P3
r,,,=0.179/n.
= PI X 1.667
"1/2"
1/2"
Mcapacity = SciiP ' ^/toa*»K = 0.127 InA3 X .66 X Fy = 4610 in-lb
C'd=MCapacily= 1.667 /^-J
d = EdgeDist/2 = 0.5
^7/1/7 = MCarac!ty/( 1.667 -d) = 4610/0.667 X 0.5)= 5531 lbs
MINIMUM VALUE OF-Pl GOVERNS
^ = 2554 lbs
MCom-Mlm = [Pi *4.5j+[/> *(2,5/4.5)*2.5]+[^.*(.5/4.5)*.5]*1.33
= 20192in-lb > 1819in-Ib OK
3"
l?=7ga
- 1-6/8"
MATERIAL HANDLING ENGINEERING
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PROJECT
FOR
SHEET NO.
COBRA PUMA CARLSBAD
McCOMBS WALL
1 1
CALCULATED BY RF
DATE 7/27/2010
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 = A/(I-6)2+(JD-(2.J8Co/))2 = 548,,
Vdiag -
k-l
rMin
Vtrans • LDiag
(IX 54.8008)7 (0.527)
U2e
'"HrMin
F.,
F =F1 n e
P=Area-F
= 604 Ibs
104 In
= 26469.4 PSI
= 27500
26469.4 PSI
= 7306 Ibs
SIDE ELEVATION
Panel Height (L) = 42 In
Panel Depth (D) = 42 In
Column Depth (B) = 1.625 In
Clear Depth (d) = (D - 2*B) = 38.7
Oc = 1.92
= 3805 Ibs
Brace Stress =
VDiag
P = 0.16 <1.33 (12%)
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161 ATLANTIC STREET, POMONA, CA 91768
PROJECT COBRA PUMA CARLSBAD
FOR McCOMBSWALL
SHEET NO. 12
CALCULATED BY RF
DATE 7/27/2010
OVERTURNING ANALYSIS :
FULLY LOADED
Total Shear = 427 Ibs
Mml = 427 X 129 X 1.15 = 63345 in/Ib
= (3800+(.85 X 420)) X 42/2
l(Mml-Ms,} : (63345-87297)/42
87297 in/lb
1 iipij.fi = -570 ibs. Puplift<=ONoUpLift
TOP SHELF LOADED
Shear = 21 5 ibs
=215X160X1.15 = 39580 in/lb
= (1600+ (.85X420)) X 42/2 = 41097 in/lb
: IM™~ •«/ = (39580-41097) / 42
d . = -36 Ibs. Puplift<=0 No up Lift
ANCHORS
No. of Anchors : 2
Pull Out Capacity : 1110 Lbs.
Shear Capacity : 1200 Lbs.
COMBINED STRESS
Fullv Loaded • = (0 /1110 X 2))+ ((427 /2)/(1200 X 2)) = 0.09
Tbz? Shelf Loaded = (0 / (H10 X 2))+ ((215 /2)/(l200 X 2)) = 0,04
USE 2 Hilti Kwikbolt TZ 0.5 Dia. X 2.5 Min. Embd. Anchors per BasePlate.
(or approved equal)
P uplift
CROSS AISLE ELEVATION
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PROJECT COBRA PUMA CARLSBAD
FOR McCOMBS WALL
SHEET NO. 13
CALCULATED BY RF
DATE 7/27/2010
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.
MBasis
2110 Ibs
0 in/lb
A D-B
M,,
/* =D-B2/6
f -Jhl "~B
Jhl = Jb ~ Jb:
Mh
S -^0 Daw f
F = 75F -1 33r Base •' y ~JJ
i/ /) V
Base Plate Width (B) = 8 in b = 3 in
Base Plate Depth (D) = Sin bl = 2.5 in
Base Plate Thickness ft) = 0.375 in FV (base) = 36000 PS!
52.8 PSI
= 0 PSI
= 0 PSI
= OPSI
= 164.84 in/lb
0.02 in/cb
= 36000 PSI
= 0.19 <=1 OK
rh * Base * Bos*
ANCHOR TENSION
No. of Anchors Resisting Tension (n) = 1
T-d2=MHase-(PCol-(b/2)}
„ MK1 Base - 0
NEGATIVE, THEREFORE NO TENSION
b1 bt "
Pcot'- Dp-
Mtf '' |
iffi.
Danchor—?r
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161 ATLANTIC STREET, POMONA, CA 91768
PROJECT COBRA PUMA CARLSBAD
FOR McCOMBS WALL
SHEET NO. 14
CALCULATED BY RF
DATE 7/27/2010
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
italic = 21101bs Mol = 63345.45 in-Ib
Pmax=(l.2-Pxtatic+l.O-(Mol/d)) * = 4444-Ibs
^ _-> r^ = 100 PSI
^ -•"pwicf "~
J_v_ _ _ max
F ~ A -Fv pvncl punct
SLAB TENSION
P -144A _ •* max
••""' ~ 1 T.1. . fi-:'-) Jxoil
;Vf<r4 •2-t 180 sq. in.
= 0.25
+t
6 =L-B
2
1-f2
144-2
ft, _ MC.onc
= 481 sq. in.
= 21.94 in
= 11.32 in
= 5.31 in
= 130 in-lb
= 4.17 cb. in.
= 162.5 PSI
= 0.19
Cone Cone
*(EQ16-19)SEC. 1605.4
P
B
L
FOOTING
B = 8 in
W = 5 in
Frame Depth d = 42 in
CONCRETE
/<? = 2500 PSI
/ = 5 in
0 = 0.65
SOIL
= 1000PSF
OK
w
Business Nairn
Project Address
Mailing Address
ProjecLContscf
I —
SAN DIEGO REGIONAL
HAZARDOUS MATERIALS QUESTIONNAIRE
Business Contact Telephone #
twrt ffofr ( )
City State Zip Code
City State Zip Code
OFFICE USE ONLY
UPFPS
HV#
BP DATE / /
APN#
Plan File*
Telephone #
&*^/0 (160 )"7/Q -3-B-7Z
' The following questions represent the facility's activities, NOT the specific project desci
PART 1: F|RE DEPARTMENT - HAZARDOUS MATERIALS DIVISION: OCCUPANCY CLASS»FICATION; Indicate by eirc
will use, process.or store any of the following hazardous materials. If any of the items are circled, applicant must cont
Iption.
ling the item, whether your business
act the Fire Protection Agency with
jurisdiction prior to plan submittal.
1 Explosive or Blasting Agents
2. Compressed Gases
3. Flammable/Combustible Liquids
4. Flammable Solids
5. Organic Peroxides
6. Qxidizers
7. Pyroplwtes
8. Unstable Reactives
9, Water Reactives
10. Cryogenics
11. Highly Toxic or Toxic Materials
12. Radioaclives
13. Corrosives
14. OSbpr Heaffii Hazards15. <Non
I DIEGO COU.M.TY DEPARTMENT OP ENVIRONMENTAL HEALTH - HAZARDOUS IptATERIAi-S DIVISIONS iHMO>: If (he answer to any of the
questions is yes, applicant must contact the County of San Diego Hazardous Materials Division, 1255 Imperial Avenue, 3'" floor, San Die
PART »:..SAN
Expected Date of Occupancy: _D iCall (619) 338-2222 prior to the issuance of a building permit
FEES ARE REQUIRED.
YES NC
Is your business listed on the reverse side of this form? (check all that apply).
Wili your business dispose ot Hazardous Substances or Medical Waste in any amount?
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?
Wiil your business use an existing or install an underground storage tank?
Will your business store or handle Regulated Substances (CalARP)?
Will your business use or install a Hazardous Waste Tank System (Title 22, Article 10)?
San Diego, CA 92101.
10 D CalARP Exempt
Date Initials
D CalARP Required
Date Initials
D 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 Comrol District (APCO), 10124 Old Grove Road, San Diego, CA 92131-1649. telephone (858) 585-2600 prior to the issuance of a building or demolition
permit. Note: if the answer to questions 3 or 4 is yes, applicant must also submit an asbestos notification form to the APCO at least 10 working days prior lo
commencing demolition or renovation, except ;,aS/;:'''.-•',-'-'. C>'!•'"••'..;.::': of residential structures of four units or less. Contact the APCD for more information.
YES NO,
1 • D El WtlS the subject facility or construction activities inciuoe operations or equipment that emit or are capable of emitting an air contaminant? (Sec the
APCD factsheat at h!1p:.'iVAW/,!'>d3pCfHitg/j;ifo/fads/periniis p.rlf, and the list of typical equipment requiring an APCO permit on the reverse side
of this from. Contact APCD if you have any questions),
2, D D (ANSWER ONLY IF QUESTION 1 IS YES) Will the subject facility be located within 1 ,OOC feet of She outer boundary of a schooi <tc through 12;?(Public and private schools may be found after search of the California School Directory at http: ,';VAWV. ccte_.ca ,go.yi'f a Adi: or cortlsct trie
^-"•appropriate school diSH'rcl)2 f~I pf isfiii there be renovation that involves tsanaling of any frlsbie asbestos materials, or disturbing any material thai contains non-friable asbestos?
4 O 5r Wljl there be demolition involving i<-:e rspiovat of a load supporting structural member?
Briefly .activities:Briefly describe proposed project:
deciaro undor penalty of perjury that to the best of my Knowledge and betof the responses made herein are true and correct.
"ifw t>i oilier or Autftoriiea Agent
FpRBf¥fc!?njsEl3NLY: ~"
Signatuse of Owner or Autriorizea Agent Date
1 , . - . - - I 'AV : -^ •". C' •
EKF^P? CJJ? NO FURTHER {NFOKfaAHOflfTKUUI^EO
_^Jwi-j-N; Vr1"*u;/s?CD
PTPLM^riD ?QF, BUILOIKG PERMIT BUT W F *OH OCXUPANCy1 j RF1.EASFD rOR OCCUPANCY
JC'i*^"'' **'' •"'.*<'!-' i /--.'."'irD r _fKi:j
HM-9J71 (04/07)of San Dicpn - HE! i — l-iaxardous Materials Division
sa
£o
O