HomeMy WebLinkAbout1960 KELLOGG AVE; ; CB150713; PermitCity of Carlsbad
,·
04-13-2015
1635 Faraday Av Carlsbad, CA 92008
Commercial/Industrial Permit Permit No: CB150713
· Building Inspection Request Line (760) 602-2725
Job Address:
Permit Type:
1960 KELLOGG AV CBAD
Tl Sub Type: INDUST
Lot#: 0
Construction Type: NEW
Reference#
Status: ISSUED
Applied: 03/06/2015
Entered By: LSM
Parcel No:
Valuation:
Occupancy Group:
Project Title:
2120930100
$44,625.00
FLOREXPO-INSTALL PUSH BACK
Plan Approved: 04/13/2015
Issued: 04/13/2015
Inspect Area
Plan Check #:
RACKS IN NEW COOLER COOLER 3 DEEP
Applicant:
PAUL BAUER
STE 320
23091 ANTONIO PKWY
RANCHO SANTA MARGARITA CA 92688
949-505-3764
Building Permit
Add'! Building Permit Fee
Plan Check
Add'! Building Permit Fee
Plan Check Discount
Strong Motion Fee
Park Fee
LFM Fee
Bridge Fee
BTD #2 Fee
BTD#3 Fee
Renewal Fee
Add'I Renewal Fee
Other Building Fee
Pot. Water Con. Fee
Meter Size
Add'! Pot. Water Con. Fee
Reel. Water Con. Fee
Green Bldg Stands (SB1473) Fee
Fire Expedidted Plan Review
$373.69
$0.00
$261.58
$0.00
$0.00-
$12.50
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$2.00
$0.00
Total Fees: $649.77 Total Payments To Date:
Owner:
JORKEN LLC
1960 KELLOGG AVE
CARLSBAD CA 92008
Meter Size
Add'I Reel. Water Con. Fee
Meter Fee
SDCWAFee
CFO Payoff Fee
PFF (3105540)
PFF (4305540)
License Tax (3104193)
License Tax (4304193)
Traffic Impact Fee (3105541)
Traffic Impact Fee (4305541)
PLUMBING TOTAL
ELECTRICAL TOTAL
MECHANICAL TOTAL
Master Drainage Fee
Sewer Fee
Redev Parking Fee
Additional Fees
HMP Fee
Green Bldg Standards Plan Chk
TOTAL PERMIT FEES
$649.77 Balance Due:
$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
??
??
$649.77
$0.00
Inspector:
FINAL APPROVAL
Date: L-/-l-Z ..-/S' 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 protestprocedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for
processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure-to timely follow that procedure will bar any subsequent legal action to attack,
review, set aside, void, or annul their imposition.
You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity
changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any
fees/exactions of which ou have reviousl been iven a NOTICE similar to this or as to which the statute of limitations has reviousl otherwise ex ired.
.,
THE FOLLOWING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE: OPLANNING 0ENGINEERING OEiUILDING OFIRE OHEALTH 0HAZMATIAPCD
('cityof Building Permit Application Plan Check N9. 08 \ $b ·-h '3>
1635 Faraday Ave., Carlsbad, CA 92008 Est. Value f.f Lf '1 J ~ 2, ~
Carlsbad Ph: 760-602-2719 Fax: 760-602-8558 Plan Ck. Deposit e,).14,.S'i(' email: building@carlsbadca,gov
www.carlsbadca.gov Date :3/b //') lswPPP
JOB ADDRESS 1960 Kellogg Ave, Carlsbad, CA 92008 SUITE#/SPACE#/UNIT#
IAPN 212 -093 -01 -00
CT/PROJECT# rOT# I PHASE# I # OF UNITS . I# BEDROOMS # BATHROOMS I TENANT BUSINESS NAME . I CONSTR. lYPE I occ. GROUP
FLOREXPO
DESCRIPTION OF WORK: Include Square Feet of Affected Area(s)
·3 PEEf
Pu~~r packaged flower storage
J f-1 ·Gt,l Coo '---e-1--. '2-1 g,q 0 [$fr
EXISTING USE I PROPOSED USE I GARAGE. (SF) PATIOS (SF) I DECKS (SF) FIREPLACE I AIR CONDITIONING I FIRE SPRINKLERS
_ Flower Storag_e Flower Ste>rage YESO N<O YES0No0 YEs0NoO
APPLICANT NAME Paul Bauer PROPERTY OWNER NA~ ~~ tJ ::"i( d II fl al Primary Contact , 1' uc..:: e11 a o~
ADDRESS ADDRESS 23091 Antor1io Parkway, #320 . 1960 Kellogg Ave
CITY STATE ZIP CITY STATE ZIP Rancho Santa Margarita CA 92688 Carlsbad CA 92008
PHONE PHONE
9495053764 IFAX 9492714548 7604314910 !FAX 7604314922
EMAIL EMAIL
pbauer@repstorage.com
DESIGN: PROFESSIONAL ~tructural Concepts -Engineering CONTRACTOR BUS. NAME Metal Tech Construction Inc.
ADDRESS ADDRESS
1200.N. Jeffe_rso_n St. #F 14223 lronbark Ave.
CITY STATE ZIP CITY STATE ZIP
.Anaheim -C_A, 92807 Chino CA 91710
PHONE IFAX ·PHONE JAX 7146327330 7146327763 9096068329 9096068359
EMAIL EMAIL
bOb@sceinc.com metaltc1@aol.com
ISTATELIC.# STATE LIC.# I CLASS I CllY BUS. LIC.# .J.J
.. 68381 797065 C61/D24 llet.t,..t
(Sec. 7031.5 Business and Professions Code: Any City or County which. requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a sii;(ned statement that he is l1Censed pursuant to the provisions of the Contractor's License Law [Chapter 9, commending with Section 7000 of D1v1sion 3 of the Business and Professions Code} or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 1031.5 by any applicant for a permit subjects the applicant to a civil penalty of not_more than five hundred dollars {$500)). . ·
WORl<ERS' COMPENSATION !! : , ", > , , , ,
Workers' Compensation Declaration:-/ hereby·affirm under penalty of perjury one of the following declarations: D I have and will maintain a certificate of consentto self-Insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. 0 I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performan_ce of the work for which this permit is issued. My workers' compensation insurance carrier and policy
number are: Insurance Co. Farmers Insurance _Exchange · Policy No. _ A01095259 Expiration Date 04-01-15
This section need not be completed if the permit is for one hundred dollars ($100) or less. D 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' c mpensation coverage · lawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (&100,000), in
addition to the cost of compensation, damages as ovide · Secti 06 of the Labor code, interest and attorney's fees.
~ CONTRACTOR SIGNATURE
I hereby affirm that I am exempt from Contractor's Ucense Law for the following reason:
D
D
D
l;as owner of the property or my employees with wages as tneir sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's
License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for
sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale).
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 an owner of
property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law),
I am exempt under Section ____ Business and Professions Code for this reason:
1. I personally plan to provide the major labor and materials for construction of the proposed property improvement. 0Yes 0No
2. I (have I have not) signed an application for a building permit for the proposed work.
3. I have contracted with the following person (firm) to provide the proposed construction (include name address/ phone/ contractors' license number):
4 .. 1 plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name/ address I phone/ contractors' license number):
5.1 will provide some of the work, but I have contracted (hired) the following persons to proyide the work indicated (include name I adpress /phone/ type of work):
~ PROPERTY OWNER SIGNATURE 0AGENT DATE
COMPLETE 'THIS SECTION FOR NON-RESIDENTIAL BUH.DJ NG f?~~IV!'IJJ"f ,Q;0NA-f,; ,, 00
, , ~
Is the applicanror 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 "',No
Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? , Yes .,, No
Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? , Yes .,. 'NO
jF 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
EM§RGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT.
I certify that I have read the application and state that the above infonnation is correct and that the infonnation on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction.
I hereby aulhorize representative of the City of Carisbad 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 CONSEQUENCE OFTHE GRANTING OF THIS PERMIT.
OSHA: An OSHA permit is required for excavations over 5'0' deep and demolition or construction of sbuctures over 3 stories in height
EJ<PIRA TION: Every permit issued by lhe Building Official under lhe provisions of !his Code shall expire by limitation and become null and void if the building or work aulhorized by such permit is not commenced wilhin
180 days from the date of such permit or if lhe buililing or work aulhorized by ?rmlt is suspended or abandoned at any time after lhe work is commenced for a p7'od 0170 d: (Section 106.4.4 Uniform Building Code).
, .RS APPLICANT'S SIGNATURE • ('----, , DATE 3 ~ t .>
STOP: THIS SECTION NOT REQUIRED FOR BUILDING PERMIT ISSUANCE.
Complete the following ONLY if a Certificate of Occupancy will be requested at final inspection.
Fax (760) 602-8560, Email building@carlsbadca.gov or Mail the completed form to City of,Carlsbad, Building Division 1635 Faraday Avenue, Carlsbad, California 92008.
CO#: (Office Use Only)
CONTACT NAME OCCUPANT NAME
ADDRESS BUILDING ADDRESS
CITY STATE ZIP CITY STATE
Carlsbad CA
PHONE FAX
EMAIL OCCUPANT'S BUS. LIC. No.
DELIVERY OPTIONS
PICK UP: CONTACT (Listed above) OCCUPANT (Listed above)
CONTRACTOR (On Pg. 1)
MAIL TO: CONTACT (Listed above)
CONTRACTOR (On Pg. 1)
OCCUPANT (Listed above)
MAIL/ FAX TO OTHER: ____ -',,-------------
~ APPLICANT'S SIGNATURE
ASSOCIATED CB#,~,-~-----~----
NO CHANGE IN USE/ NO CONSTRUCTION
CHANGE OF USE/ NO CONSTRUCTION
DATE
ZIP
Inspection List.
Permit#: CB150713 Type: Tl
Date Inspection Item ____ _
04/20/2015 89 Final Combo
04/20/2015 89 Final Combo
Tuesday, April 21, 2015
INDUST
Inspector Act
RI
PB AP
FLOREXPO-INSTALL PUSH BACK
RACKS IN NEW COOLER COOLER 3 DE
Comments
AM PLEASE/ EMAILING. CARD
Page 1 of 1
POOR
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Structural Observaton Group, Inc.
A California•Cqrporation
8941 Atlanta Ave., #518
Huntington Beach, CA 92646
(949) 227-.8668 $
We Just Do A Better Job!
Observation Report and Observation Agreement
--
Job Address I Ct lo<..) 1-C..1~:: ( _( ,,;-;{-r;, ._1.:;:,._ ,·. · .. d'1. tC -· ,.--A City I Permit # -~), ... -l .•, !'. :> ' (,.__ 'f_. ~ l t .Jo
Job Name r::.-t. ~~<...,, 2. .... ;.;_\~ ,...-l i
Material Description \;~ J. t ~d i!\i.A '. f 4.r~t·_ ..
Observer ,.. A.Ll~/. ~ -.....
!~-. . .,.;>-, .-'1 , .. -
Samples: X ,r...,,,,,r Quantity=
Description of Workpbserved:
DATE: '-f / J : :, / J · -; I
t . I
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TIMEIN TIMEOUT BILLING OYERTIME
CHECK ONE
D SHOW-UP OT
0 HALFDAY DT
0 FULLDAY TT
By this signature on the this Observation Report. I acknowledge
that SOG, Inc. performed the above observation;
Approved by: '""-~··,.A, ...... , \t..i , it '·""\ /:>_ .. rl. ....
Project Superintendent -Foreman -Other ·
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Architect , r
Engineer
Contractor ;,,,:, • .;,.
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. BILLING INFORMATION & TELEPHONE#
CertitiCation ot Compliance
We hereby certify that, at the time of this observation, we have observed all of the above
reported work, unless otherwise noted. To the best of.our-knowledge and belief, we have found
this work to comply with the approved plans, specifications, and applicable section(s) of the
Uniform Building Code, as applicable ~~~ality where this project is located. This report
cannot be construed to be a endation of work of.any nature to be performed. The
performance of our obse"'!alio es is subject to the terms and conditions as d~scribed on
the reverse side of ~is'Observatl Report. The Owner or a successor in interest shall hold
harmless Structur~ Observation Group-;-lnc,.fro.llJ.i'!'Y and all legal e,19ceeqf gs of any nature
whatsoever, that is related to the observation serv1ces·provided . ..,.~
·-·,-.:1 /\'
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Specialty Nd. Agency
WHITE-OFFICE COPY, CANARY-AqCOUNTING COPY, PINK-OBSERVERS COPY, BOTTOM WHITE-JOBSITE C0PY
EsGil Corporation
In (Partnersliip witli qovemment for·(]Jui[aing Safety
DATE: 3/17/2015
JURISDICTION: City of Carlsbad
PLAN CHECK NO.: 15-0713
PROJECT ADDRESS: 1960 Kellogg Ave.
SET:I
Cl APPLICANT
_,0URIS.
Cl PLAN REVIEWER
Cl FILE
PROJECT NAME: 3 Deep Push Back Racks for Florexpo at New Cooler
D The plans transmitted herewith have been corrected where necessary and substantially comply
with the jurisdiction's · 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
departmer1t 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.
1:8:l The check list transmitted herewith is for your information. The plans are being held at Esgil
Corporation until corrected plans are submitted for recheck.
D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant
contact person.
1:8:l The applicant's copy of the check list has been sent to:
Paul Bauer
D EsGil Corporation staff did not advise the applicant that the plan check has been completed.
1:8:l EsGil Corporation staff did advise the applicant that the plan check has been completed.
Person contacted: Paul Bauer Telephone#: 949-505-3764
£ate cor;facted: 6 ({ 23 (byi\l¼+-Email: pbauer@rebstorage.com
DMail v'relephone Fax In Person ·
D REMARKS:
By: David Yao Enclosures:
EsGil Corporation ·' D GA D EJ D MB D PC 3/10
9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576
City of Carlsbad 15-0713
3/17/2015
GENERAL PLAN CORRECTION LIST
JURISDICTION: City of Carlsbad
PROJECT ADDRESS: 1960 Kellogg Ave.
DATE PLAN RECEIVED BY
ESGIL CORPORATION: 3/10
REVIEWED BY: David Yao
FOREWORD (PLEASE READ):
PLAN CHECK NO.: 15-0713
DATE REVIEW COMPLETED:
3/17/2015
This plan review is limited to the technical requirements contained in the International Building
Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state
laws regulating energy conservation, noise attenuation and disabled access. This plan review
is· based on regulations enforced by the Building Department. You may have other corrections
based on laws and ordinances enforced by the Planning Department, Engineering Department
or other departments.
The following items listed need clarification, modification or change. All items must be satisfied
before the plans will be in conformance with the cited codes and regulations. The approval of
the plans does not permit the violation of any state, county or city law.
• To facilitate rechecking, please identify, next to each item, the sheet of the plans upon
which each correction on this sheet has been made and return this sheet with the
revised plans.
• Please indicate here if any changes have been made to the plans that are not a result of
corrections from this list. If there are other changes, please briefly describe them and where
they are located on the plans. Have changes been made not resulting from this list?
D Yes D No
City of Carlsbad 15-0713
3/17/2015
Please make all corrections, as requested in the correction list. Submit FOUR new complete sets
of plans for commercial/industrial projects (THREE sets of plans for residential projects).
For expeditious processing, corrected sets can be submitted in one of two ways:
1. Deliver all corrected sets of plans and calculations/reports directly to the City of
Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700.
The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering
and Fire Departments.
2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320
Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all
remaining sets of plans and calculations/reports directly to the City of Carlsbad Building
Department for routing to their Planning, Engineering and Fire Departments.
NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by
the City Planning, Engineering and Fire Departments until review by EsGil Corporation is
complete.
1. Sheet 1 of 2 of the plan should revise the code edition to 2013 California Building Code.
2. Sheet 2 of 2 of the plan at section view shows "5 deep pushback". It should be 3 deep
push back. Please revise the title block.
3. The location of the horizontal and diagonal bracings is not clearly shown on the plan.
Please add the dimensions.
4. City to filed verify that the path of travel from the handicapped parking space to the rack
area and the bathroom serving the rack area comply with all the current disabled access
requirements . Title 24, Part 2.
5. Obtain Fire Department approval.
6. Indicate the clearance from the new racks to the existing building walls and building
columns
7. The jurisdiction has contracted with Esgil Corporatio_n located at 9320 Chesapeake Drive,
Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform
the plan review for yo·ur project. If you have any questions regarding these plan review
items, please contact David Yao at Esgil Corporation. Thank you.
City of Carlsbad 15-0713
3/17/2015
[DO NOT PAY-THIS JS NOT AN INVOICE]
VALUATION AND PLAN CHECK FEE
JURISDICTION: City of Carlsbad
PREPARED BY: David Yao
BUILDING ADDRESS: 1960 Kellogg Ave.
BUILDING OCCUPANCY:
BUILDING AREA
PORTION ( Sq. Pt.).
racks
Air Conditioning
Fire Sprinklers
TOTAL VALUE
Jurisdiction Code cb
I Bldg. Pernit Fee_by Ordinance :.!J
i Plan Check Fee by Ordinance i:]
Valuation
Multiplier
By Ordi11ance
Type of Review: ,:;;; Complete Review
r Repetitive Fee ~
~ Repeats
r Other
r Hourly
EsGil Fee ,, ,, ,,
Comments:
Reg.
Mod.
PLAN CHECK NO.: 15-0713
DATE: 3/17/2015
VALUE ($)
per city 44,625
44,625
$374.49]
$243.42)
r Structural Only
$209.71]
Sheet 1 of 1
macvalue.doc +
«~ ¥ CITY OF
CARLS.BAD
PLANNING DIVISION
BUILDING PLAN CHECK
APPROVAL
P-29
DATE: 3-9-15 PROJECT NAME: PROJECT ID:
Development Services
Planning Division
1635 Faraday Avenue
(760) 602-4610
www.carlsbadca.e:ov
PLAN CHECK NO: CB 15-0713 SET#: 1 ADDRESS: 1960 Kellogg St APN:
IZ] This plan check review is complete and has been APPROVED by the Planning
Division.
By: Chris Sexton
A Final Inspection by the Planning Division is required D Yes 18) No
You may also have corrections from one or more of the divisions listed below. Approval
from these divisions may be required prior to the issuance of a building permit.
Resubmitted plans should include corrections from all divisions.
D This plan check review is NOT COMPLETE. Items missing or incorrect are listed on
the attached checklist. Please resubmit amended plans as required.
Plan Check APPROVAL has been sent to: pbauer@rebstorage.com
For questions or clarifications on the attached checklist please contact the following reviewer as marked:
-~ . . -. .. .. '", ·--·• . . ' . . ·, PI.ANN:ING, EN~iNEERiNG · , FfR~ :PREVENTION . ... ., · 760-602-4610 760-602-2750 ' 76().:60204665
' -'~ ',, ., ' ..
~ Chris Sexton D Chris Glassen D Greg Ryan
760-602-4624 760-602-2784 760-602-4663
Chris.SextQn@carlsbadca.gov ChristoQher.Glassen@carlsbadca.gov Gregory.Ryan@carlsbadca.gov
·D Gina Ruiz D ValRay Marshall· D Cindy Wong
760-602-4675 760-602-2741 760-602-4662
Gina.Ruiz@carlsbadca.gov ValRay.Marshall@carlsbadca.gov Cynthia.Wong@carlsbadca.gov
D D Linda Ontiveros D Dominic Fieri
760-602-2773 760-602-4664
Linda.Ontiveros@carlsbactca.gov Dominic.Fieri@carlsbadca.gov
Remarks:
. -~·
t «-'~ ;l· ~ CITY OF
\'CARLSBAD
PLAN CHECK
REVIEW
TRANSMITTAL
DATE: 04/08/2015 PROJECT NAME: FLOR EXPO
BUILDING DEPT,.
corf~" Economic
Development Department
1635 Faraday Avenue
Carlsbad CA 92008
www.carlsbadca.gov
PROJECTID:CB150713
PLAN CHECK NO: 2 SET#: 1 ADDRESS: 1960 KELLOGG AV APN:
!ZI -This plan check review is complete and has been APPROVED by the FIRE Division.
By: GR
A Final Inspection by the FIRE Division is required IZ! Yes D No ·
D This plan check review is NOT COMPLETE. Items missing or incorrect are listed on
the attached checklist. Please resubmit amended plans as required.
Plan Check Comments have been sent to: P. BAUER
You m~y also have corrections from one or more of the divisions listed below. Approval
from these divisions may be required prior to the issuance of a building permit.
Resubmitted plans should include corrections from all divisions.
For questions or clarifications on the attached checklist please contact the following reviewer as marked:
-
PLANNING ENGINEERING . ·. · FIRE PREVENTION
7~ 760-6()2-2750 v60-602-46es -
'
D-Chris Sexton D Kathleen Lawrence ~ Greg Ryan
760-602-4624 760-602-27 41 760-602-4663
Chris.Sexton@carlsbadca.gov K51thleen.Lawrence@carlsbadca.gov Grego!'.)'..Ryan@carlsbadca.gov
D Gina Ruiz D Linda Ontiveros D Cindy Wong
760-602-4675 760-602-2773 760-602-4662
Gina.Ruiz@carlsb~dca.gov Linda.Ontiveros~carlsbadca.gov Cynthia.Wong@carlsbadca.gov
D D D Dominic Fieri
760-602-4664
Dominic.Fieri@carlsbadca.gov
m · ':arlsbad Fire Department
"'
Date of Report:
Name:
Address:
Permit#:
Job Name:
Job Address:
Requirements Category: TI , INDUST
04-08-2015
PAUL BAUER
23091 ANTONIO PKWY STE 320
RANCHO SANTA MARGARITA CA
92688
CB150713
FLOREXPO-INSTALL PUSH BACK
1960 KELLOGG AV CBAD
Please review ·carefully all comments attached.
Conditions:
Bl.HLDING DIEP'f,.
COPY
Reviewed by: q ~tll(
CITY OF CARLSBAD FIRE DEPARTMENT -APPROVED: wl REQUIREMENT
THIS PROJECT HAS BEEN REVIEWED AND APPROVED FOR THE PURPOSES OF ISSUANCE OF
BUILDING PERMIT.
. .
THIS APPROVAL IS SUBJECT TO FIELD INSPECTION AND REQUIRED TEST, NOTATIONS HEREON,
CONDITIONS IN CORRESPONDENCE AND CONFORMANCE WITH ALL APPLICABLE REGULATIONS.
THIS APPROVAL SHALL NOT BE HELD TO PERMIT OR APPROVE THE VIOLATION OF ANY LAW.
• Chapter l, Section 105 of the California Fire Code shall require that the applicant/owner or end-user of the
proposed pallet racking system obtain and maintain the appropriate "Operational Use Permit" issued by the
Carlsbad Fire Department. Please contact our office at 760-602-4665 for application and fees.
• Final Inspection of this pallet racking system shall not be scheduled unti1 above mentioned permitting process is
completed.
Entry: 04/08/2015 By: GR Action: AP
·j
'
~' «-'"~ ~ CITY OF
CARLSBAD
DATE: 03/25/2015
PLAN CHECK NO: 1 SET#: 1
PLAN CHECK
REVIEW
TRANSMITTAL
PROJECT NAME: FLOREXPO
ADDRESS: 1960 KELLOGG AV
"
COPY Community & Economic
Development Department
1635 Faraday Avenue
Carlsbad CA 92008
www.carlsbadca.gov
PROJECTID:CB150712
D This plan check review is complete and has been APPROVED by the FIRE Division.
By:GR
A Final Inspection by the FIRE Division is required !ZI Yes D No
IZ! This plan check review is NOT COMPLETE. Items missing or incorrect are listed on
the attached checklist. Please resubmit amended plans as required.
Plan Check Comments have been sent to: pbauer@rebstorage.com
You may also have corrections from one or more of the divisions listed below. Approval
from these divisions may be required prior to the issuance of a building permit.
Resubmitted plans should include corrections from all divisions.
For questions or clarifications on the attached checklist please contact the following reviewer as marked:
.. -. . ~ -' . ·-·
PLANNING ENGINEERING FIRE PREVENTIOfi --
760-602-4610 760-602-2750 76()-602"46~5 ';
. . . a ~ -' .
D Chris Sexton D Kathleen Lawrence [S] Greg Ryan
760-602-4624 760-602-27 41 760-602-4663
Chris.Sexton@carlsbadca.gov K~thleen.Lawrence@carlsbadca.gov Grego~.Ryan@carlsbadca.gov
D Gina Ruiz D Linda Ontiveros D Cindy Wong
760-602-4675 760-602-2773 760-602-4662
Gina.Ruiz@carlsbadca.gov Lin!;!a.Ontiveros@carlsbadca.gov Cynthia.Wong@carlsbadca.gov
D D D Dominic Fieri
760-602-4664
Dominic.Fieri@carlsbadca.gov
I] . .
7 . R . 1 Carlsbad Fire Department
BUILDING DEPTR
COPY
.-
Plan Review
Date of Report:
Name:
Address:
Permit#:
Job Name:
Job Address:
Requirements Category: TI , INDUST
03-25-2015
PAUL BAUER
23091 ANTONIO PKWY STE 320
RANCHO SANTA MARGARITA CA
92688
CB150712 / CB150713
FLOREXPO-INSTALLA PUSH BACK
1960 KELLOGG AV CBAD
Reviewed by: q l(}al(
INCOMPLETE The item you have submitted for review is incomplete . .At this time, this office cannot
adequately conduct a review to determine compliance with the applicable codes and/or standards. Please review
carefully all comments attached. Please resubmit the necessary plans and/or specifications, with changes "clouded",
to this office for review and approval.
Conditions:
Cond: BP023 [NOT MET]
Refer to Chapter 1, Section 105 of the California Fire Code for 'Annual Use' permits required for this process.
Cond: BP022 [NOT MET]
Comply with Chapter 32 of the California Fire Code for high-piled combustible storage.·
High piled combustible storage is storage of combustible materials of more than 5 00 square feet where materials are
stored over 12 feet in height from the floor to the top of the storage. For certain high-hazard commodities, storage
height over 6 feet will require a permit from the fire department.
Cond: BP007 [NOT MET]
Provide a note on the plan submittal that any proposed alterations to the existing automatic fire sprinkler system shall
be a Deferred Submittal. If the existing fire sprinkler system is not an ESFR system then a single "in-rack" sprinkler
system shall be installed between the first and second levels.
Said system shall be installed in occupancies and locations as set forth in the California Fire Code, Carlsbad
Municipal Code and NFPA 13 (2013 or current Ed.).
When buildings are used for high-piled combustible storage, (greater than 12 feet and greater than 6 feet for certain
higher hazard commodities -Plastics), sprinklers shall be designed for the type and method of storage.
Entry: 03/25/2015 By: GR Action: CO
;,
tructural
oncepts
• • • ng1neer1ng
1615 Yeager Ave
La Verne, CA. 91750
Tel: 909.596.1351 Fax: 909.596.7186
e-mail: mail@sceinc.net
Project Name : FLOREXPO
Project Number : P-030415-3LV
Date : 03/04/15
Street Address : 1960 KELLOG AVE
City/State : CARLSBAD CA
~--Scope of Work-:-PUSH-BACK RACK
MAR O 4 2015
~\S0113
S~ructural
Concepts
~ En~~~oe:_r~::!rson Sle, ste F Anabeim. CA 92807 Tel: 714.632.7330 Fax: 714.632.7763
By: BOB Project: FLOREXPO Project#:_ P-030415-3LV
TABL.E OF CONTENTS -
Title Page . . . .. . . ........ ..... . ............ .... .... .. .............. ... .. ............ ........ ........... ... ............ .. .. 1
Table of Contents..................................................................................................... 2
Design Data and Definition of Components ............................................................ 3
Critical Configuration .............................................................................................. 4
Seismic Loads ............................................................................. ,............................ s to 6
Column .............. :..................................................................................................... 7
Beam and Connector ............................................................................................... 8 to 9
Bracing .................................................................................................... ,............... 10
Anchors................................................................................................................... 11
Base Plate ....................................................................................................... ,........ 12
Slab on Grade ............................... ........................................................................... 13
TYPE 3DP PB INT-FLOREXPO Pagi:: :2.. of l 3 3/4/2015
Structural
Concepts
~ Engineering
,.~;,,_L&~t!f 1200 N. Jefferson Ste, Ste E Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763
By: BOB Project: FLOREXPO Project#: P-030415-3LV
Design. Data
1) The analyses herein conforms to the requirements of the:
2012 IBC Section 2209
2013 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=55 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 electrocles 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" thick with minimum 2500 psi compressive strength. Allowable Soil bearing capacity is 500 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
A Column
Beam to Column
Connector
~=::tl:::::===========flt::!=====::t:=:===::tt
Frame
Height
~=
.·.·.·.·.·.•.·.· ······ .. Beam
Spacing Product
. . . . . . . .
Beam
Length
Er:ont.View:...Down Aisle
(Longitudinal) Frame
+
TYPE 3DP PB INT-FLOREXPO
Base Plate and
Anchors
Pag~ 3 of -, -,
LFrame~I I Depth 7
Section A:·cross-Afs e
(Transverse ) Frame
Horizontal
Brace
Diagonal
Brace
314/2015
Str~tural
voncepts
"':llff. En~~~:=~~~l:.rson ste. ste f Anaheim. CA 92807 TeJ: 714.632.7330 Fax: 714.632.TT63
By: BOB Project: FLQREXPO Project#: P-030415-3LV
Configuration & Summary: TYPE 3 DEEP PUSHBACK EXTERIOR
T
74"
92" t
99"
J
'
r,F--lr __ 92"
Seismic Criteria # BmLvls
Ss=l.079, Fa=L068 2
Component
Column Fy=55 ksi
<:;:olumn ~ Backer None
Beam Fy=55 ksi
Beam Connector Fy=55 ksi
Brace-Horizontal Fy=55 ksi
Brace-Diagonal Fy=55 ksi
Base Plate Fy=36 ksi
Anchor 2 per Base
Slab &Soil
level I Load**
Per Level Beam-Spcg
1 600 lb 99.0 in
2 800 lb 74.0 in
T Ll:::==H===---tt---,
12" +-42"
192" + ~----II 42" +-,
42" +1----ol
,r--54" "1
**RACK COLUMN REACTIONS
ASDLOADS
AXIAL DL= 70 lb
A~AL LL= 700 lb
SEISMIC AXIAL Ps=+/-467 lb
BASE MOMENT= 8,000 in-lb
Frame Depth Fran:,1e Height #. Diagonals Beam Length Frame Type
54 in 192.0 in 5 92in Single Row
Description
Hannibal.IF3014-3?<3xl 4ga P=770 lb, M=3792 in-lb
None None
Struc C4x4.5 w/(0) front to back brace(s) Lu=69 in I
Lvl 1: 3 pin OK I Mconn=2136 in-lb I Mcap=12691 in-lb
Hannibal 1-1/2x1-1/2x16ga
. Hannibal 1-1/2xl-1/2x16ga
7x5x3/8 I Rxity= 3792 in-lb
0.5'' x 3.25" Embed HILTI KWIKBOLT TZ ESR 1917 Inspection Reqd (Net Seismic Uplift=72 lb)
5" thk x 2500 psi slab· on grade. 500 psf Soil Bearing Pressure
Brace
42.0 in
42.0 in
42.0 in
42;0 in
12.0 in
I Story Force I Story Force
Transv . Longit.
641b 491b
1431b 1091b
Column
I
Column
Axial Moment
7701b 3,792 "#
4351b 2,022 "#
I
Conn.
Moment
2,136 "#
843 "#
STRESS
0.14-0K
N/A
0.06-0K
0.17-0K
0.04-0K
0.04-0K
0.32-0K
0.042-0K
0.09-0K
Beam
Connector
3 pin OK
3 pin OK
** Load defined as product weight per pair of beams Total: 207 lb 158 lb
Notes I C4X4.5# STRUCTURAL BEAM USED AT ALL EXTERIOR BEAM LOCATIONS
TYPE 3DP PB EXT-FLOREXPO Page 1./of 13 314/2015
S'tr~tural
\.,.oncepts
~dff Engineering .
. ...._,,,,"~ffY . 1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763
By: BOB Project: FLQREXPO Project#: P-0304_15-3LV
Configuration & Summary: TYPE 3 DEEP PUSHBACK INTERIOR
T
74"
192" t
99"
' J
'
92"
Seismic Criteria # BmLvls
Ss=~.079, Fa=l.068 2
Component
Column Fy=55 ksi
Column & Backer None
Beam Fy=55 ksi
Beam Connector Fy=55 ksi
Brace-Horizontal Fy=55 ksi
Brace-Diagonal Fy=55 ksi
Base Plate Fy=36 ksi
Anchor 2 per Base
Slab &Soil
Level I Load**
Per Level BeamSpcg
1 1,200 lb 99.0 in
2 1,600 lb 74.0 in
192"
42"
~ ___.--
,j,:--54" ~ +
**RACK COLUMN REAC71ONS
ASDLOADS
A~LDL= 701b
A~L LL= 1,400 lb
SEISMIC AXTAL Ps=+/-875 lb
BASE MOMENT= 8,000 in-lb
frame Depth Frame-Height # Diagonals Beam Length Frame Type
54 in 192.0 in 5 92 in Single Row
Description
. Hannibal IF3014-3x3x14ga P=1470 lb, M=7080 in-lb
None None
HMH 30160/3" Face x 0.06" thk Lu=92 in I
Lvl 1: 3 pin OK I Mconn=4546 iri-lb I Mcap=12691 in-lb
Hannibal 1-1/2xl-1/2x16ga
Hannibal 1-1/2xl-1/2x16ga
7x5x3/8 I Fixity= 7080 in-lb
0.5'' x 3.25" Embed HILTI KWIKBOLTTI ESR 1917 Inspection Reqd (Net Seismic Uplift=166 lb)
5" thk x 2500 psi slab on grade. 500 psf Soil Bearing Pressure
Brace
42.0 in
42.0 in
42.0 in
42.0 in
12.0 in
I Story Force I Story Force
Transv Long it.
118 lb 901b
2691b 205 lb
Column I Column I Conn.
Axial Moment Moment
1,470 lb 7,080 "# 4,546 "#
835 lb. 3,796 "# · 2,314 "#
STRESS
0.37-OK
N/A
0.42-OK
0.36-OK
0.08-OK
0.08-OK
0.37-OK
0.092-OK
0.17-OK
Beam
Connector
3 pin OK
3 pin OK
--------------------------4-· -----~
** Load defined as product weight per pair of beams Total: 387 lb 295 lb
Notes !UNITS ALSO COME IN 48" WIDE BAYS WITH SAME COMPONENTS, OK BY INSPECTION
TYPE 3DP PB INT-FLOREXPO Page ¼).. of IJ 3/412015
Structural
Concepts .... ,.,, .. ,.,,:,,}',:('--,-:.-E-. . -·-·.,,, · ,,/,··''· · ng1neenng
'.~;;::-1200 N. Jefferson Ste, Ste E Anaheim, CA 92807 Tel: 714,632.7330 Fax: 714.632,7763
By: BOB Project: FLOREXPO
Seismic Forces Configuration: TYPE 3 DEEP PUSHBACK INTERIOR
Lateral analysis is performed with regard to the requirements of the 2012 RMI ANSI MH 16.1-2012 Sec 2.6 &ASCE 7-10 sec 15.5.3
Transverse (Cross Aisle) Seismic Load
V= Cs*Ip*Ws=Cs*Ip*(0.67*P*Prf+D) -fii!i-1,ii~vt
Csl= Sds/R
= 0.1921 Cs-max* Ip= 0.1921
Vm;n= 0.015 Cs2= 0.044*Sds
= 0.0338
Cs3= 0.5*51/R
= 0.0520
Cs-max= 0.1921
Eff Base Shear=Cs= 0.1921 T•ansyetse Elevation
Base Shear Coeff=Cs= 0.1921
Level
1
2
PRODUCT LOAD P
1,200 lb
1,600 lb
sum: P=2800 lb
P*0.67*PRF1
804Ib
1,072 lb
1,876 lb
Longitudinal (Downaisle) Seismic Load
Ws= (0.67*PLRF1 * PL)+DL (RMI 2.6.2)
= 2,016 lb
Vttansv=Vt= 0.1921 * (140 lb+ 1876 lb)
Etransverse= 387 lb
Limit States Level Transverse ~ismic shear per upright
DL
70Ib
70Ib
140 lb
hi
99in
173in
W=2016 lb
wi*hi
86,526
197,566
284,092
Project#: P-030415-3LV
Ss= 1.079
S1= 0.416
Fa= 1.068
Fv= 1.584
Sds=2/3*Ss*Fa= 0.768
Sd1=2/3*S1 *Fv= 0.439
Ca=0.4*2/3*Ss*Fa= 0.3073
(rransverse, Braced Frame Dir.) R= 4.0
Ip= 1.0
PRFl = )')9.{ifI!i!f,/'i'!\Fffa
Pallet Height=hp= 48.0 in
DL per Beam Lvl= 70 lb
Fi Fi*(hi+hp/2)
117.9 lb 14,502-#
269.1 lb 53,013-#
387Ib 1=67,514
Similarly for longitudinal seismic loads, using R=6.0 Ws= (0.67 * PLRF2 * P) + DL PRF2= 1.0 f,,, .. , ...... j F· ... "i. ..... ,,,1 a f,,-,,~1
Csl=Sdl/(T*R)= 0.1464 = 2,016 lb (Longitudinal, Unbraced Dir.) R= 6.0
Cs2= 0.0338 Cs=Cs-max*Ip= 0.1464 T= 0.50 sec
Cs3= 0.0347 I Vlong= 0,1464 * (140 lb+ 1876 lb) I
Cs-max= 0.1464 Elongitudinal= 295 lb limit States level lan11_it seismic shear per upright
Level
1
2
PRODUC LOAD P P*0.67*PRF2
1,200 lb 804 lb
1,600 lb 1,072 lb
DL
70 lb
70Ib
hi
99in
173.in
wi*hi
. 86,526
197,566
~~ , .......... ,, ~\~ .-.;,,, .-,, ..... , ~= ...................... ~ ' ~ '
Fi Front View
89.8 lb
205.2 lb
sum: 1 876 lb 140 lb W=2016 lb 284 092 295 lb =====:::::=:::::::::::::=::::=========================================
TYPE 3DP PB INT-FLOREXPO Page ~ of /j 3/4/2015
Structural
Concepts
~lfw Engineering
.~,,,,.J:.4' . 1200 N. Jefferson Ste, Ste E Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763
By: BOB Project: FLOR.EXPO Project#: P-030415-3LV
Downaisle Seismic Loads Configuration: TYPE 3 DEEP PUSHBACK INTERIOR
Determine the story moments by applying portal analysis. The base plate is assumed to provide partial fixity.
Seismic Storv Forces
Vlong= 29.5 lb
Vcol=Vlong/2= 148 lb
Fl= 90 lb
F2= 205 lb
F3= 0 lb
Seismic Storv Moments
Typicsl fi-.\me mocle
Tributiry area of two columns
ofr.ckfi-ame"" ~-----__ , '
I I -~ ~ ~:~ ~:~ ~ ~~.~~.~
-~ ~ ~: ~ ijil]:~
... ________ .,
Conceptual System
Typiql Frame made , -Lo~~: columns
Mbase-max= 8,000 in-lb
Mbase-v= (Vcol*hleff)/2
<=== Default capacity hl-eff= hl -beam clip height/2
= 96in
= 7,080 in-lb <=== Moment going to base
Mbase-eff= Minimum of Mbase-max and Mbase-v
= 7,080 in-lb
M 1-1= [Veal* hleff]-Mbase-eff
= (148 lb * 96 in)-7080 in-lb
= 7,080 in-lb
Mseis= (Mupper+Mlower)/2
Mseis(H)= (7080 in-lb + 3796 in-lb)/2
LEVEL
1
2
= 5,438 in-lb
hi
99in
74in
Axial Load
1,470 lb
835 lb
M 2-2= [Vcol-(Fl)/2] * h2
= [148 lb -102.6 lb]*74 in/2
= 3,796 in-lb
Mseis(2-2)= (3796 in-lb + 0 in-lb)/2
= 1,898 in-lb
Summary of Forces
Column Moment**
7;oso in-lb
3/796ili-lb
Mseismic**
5,438 in-lb
1,898 in-lb
Mend-fixity
1,056 in-lb
1,408 in-lb
Mconn= (Mseismic + Mend-fixity)*0.70*rho
Mconn-allow(3 Pin)= 12,691 in-lb
**all moments based on limit states level loading
TYPE 3DP PB INT-FLOREXPO Page c,· of i3
Vcol-.-
1
•i=---_----1,-*l=,
h2
h1 h1eff Ir
Beam to Column Elevation
rho= 1.0000
Mconn** Beam Connector
4,546 in-lb
2,314 in-lb
3 pin OK
3 pin OK
3/4/2015
COl
S'tructural
Concepts
'::11!1 En~~:~~~~erson ste. ste F Anaheim, CA 92807 Tel: 714.632.7330 fax: 714.632.ns,
By: BOB. Project: FLOREXPO Project#: P-030415-3LV
Column (Longjtudinal Loads) Configuration: TYPE 3 DEEP PUSHBACK INTERIOR
Section Properties
Section: Hannibal IF3014-3x3x14ga
Aeff = 0.643 inA2
Ix= 1.130 inA4
Sx = 0.753 inA3
rx = 1.326 in
Qf= 1.67
Iy = 0.749 inA4
Sy= 0.493 inA3
ry = 1.080 in
Fy= 55 ksi
Kx = 1.7
Lx = 97.5 in
Ky= 1.0
Ly= 42.0 in
Cb= 1.0
r-3,00;in-1
-r
y-·-·r·-·-y 3.000in
Cmx= 0.85
E== 29,500 ksi
Loads. Considers loads at level 1
COLUMN DL= 70 lo Critical load cases are: RMI Sec 2.1
I0.075 in
x
1*-0.75 in
_j_
COLUMN PL= 1,400 lb Load Case S:: (1 +0.105*Sds)D + 0.75*{1A+0.14Sds)*B*P + 0.75*(0.7*rho*E)<= 1.0, ASD Method
Mcol= 7,080 in-lb axial/oad coeff: 0.7914627 * P seismic momentcoeff: 0.5625 * Meo/
Sds= 0.7682 Load-Case 6:: (1 +0.104*Sds)D + (0.85+0.14Sds)*B*P + (0.7*rho*E}<= 1.0, ASD Method
1 +0.105*Sds= 1.0807 axial/oad coeff: 0.67028 seismic moment coeff: 0.7 * Meo/
By analysis, Load case 6 governs utilizing loads as such
Moment=Mx= 0.7*rho*Mcol
1.4+0.14Sds= 1.5075
1+0.14Sds= 1.1075
0.85+0.14*Sds= 0.9575
B= 0.7000
rho= 1.0000
Axial Analysis
Axial Load=Pax= 1.107548*70 lb+ 0.957548*0.7*1400 lb
= 1,016 lb = 0,7 * 7080 in-lb
= 4,956 in-lb
Kxlx/rx = 1.7*97.5"/J..326"
= 125.0
Fe= n"'2E/(KL/r)max"'2
= 18,6ksi
Pn= Aeff*Fn
= 11,982 lb
P/Pa= 0.16 > 0.15
Bending Analysis
KyLy/ry = 1 *42"/1.08"
= 38.9
Fy/2= 27.5 ksi
Qc= 1.92
Check: Pax/Pa+ (Cmx*Mx)/(Max*µx) :S 1.0
P/Pao + Mx/Max :5 1.0
Pno= Ae*Fy
= 0.643 inA2 *55000' psi
= 35,365 lb
Pao= Pno/Qc
= 35365Ib/1.92
= 18,419 lb
Fe < Fy/2
Fn= Fe
= n"'2E/(KL/r)maxA2
= 18.6 ksi
Pa= Pn/Qc
= 11982 lb/1.92
= 6,240 lb"
Myield=My= Sx*Fy
= 0.753 in"'3 * 55000 psi
= 41,415 in-lb
Max= My/Qf. Per= n"'2EI/(KL)max"'2
= 41415 in-lb/1.67
= 24,799 in-lb
µx= {1/[1-(Qc*P/Pcr)]}A-.1
= {1/[1-(1.92*1016 lb/11975 lb)]}"'-1
= 0.84
Combined Stresses
= nA2*29500 ksi/(1.7*97.5 in)A2
= 11,975 lb
(1016 lb/6240 .lb) + (0.85*4956 in-lb)/(24799 in-lb*0.84) =
(1016 lb/18419 lb)+ (4956 in-lb/24799 in-lb)=
0.37
0.25
< 1.0, OK
< 1.0, OK
(EQ C5-1)
(EQ C5-2)
** Fot comparison, total column stress computed for load case 5 is: 35.0% inqloads 1183.69405 /b Axial and M= 3717 in-lb
TYPE 3DP PB INT-FLOREXPO Page 7 of / _3 3/4/2015
By: BOB Project: FLOREXPO
BEAM Configuration: TYPE 3 DEEP PUSHBACK INTERIOR
DETERMINE ALLOWABLE MOMENT CAPACITY
A) Check compression flange for local buckling (B2.1)
W= C -2*t-2*r
= 1.625 in -2*0.06 in -2*0.06 in
= 1.385 in
w/t= 23.08
!=lambda= [1.052/(k)"-0.5] * (w/t) * (Fy/E}"0.5
= [1.052/( 4)"0.5] * 23.08 * (55/29500)"0.5
= 0.524 < 0.673, Flange is fully effective
B) check web for local buckling per section b2.3
fl(comp)= Fy*(y3/y2)= 48.53 ksi
f2(tension)= Fy*(y1/y2)= 100.29 ksi
Y= f2/f1
= -2.067
k= 4 + 2*(1-Y)"3 + 2*(1-Y)
= 67.83
flat depth=w= y1+y3
Eq. B2.3-5
Eq. B2.3-4
Eq. B2.1-4
Eq. B2.1-1
= 2.760 in w/t= 46 OK
!=lambda= [1.052/(k)"0.5] * (w/t) * (fl/E)"0.5
= [1.052/(67.83)"0.5] * 2.76 * (48.53/29500)"0.5
= 0.238 < 0.673
be=w= 2.760 in
bl= be(3-Y)
=. 0.545
b2= be/2
= 1.38 in
bl+b2= 1.925 in > 0.9 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')
Lcorner=Lc= (p/2) * (r + t/2)
0.141 in
Lflange-top=Lf= 1.385 in
C= 2*Lc/(Lf+2*Lc)
= 0.169 in
Eq B2.3-2
Project#: P-030415-3LV
2.7Sin
~3in +
T 1,625 in
3.000 in
0.060 in
Beam= HMH 30160/3" Face x 0.06" thk
Ix= 0.783 in"-4
Sx= 0.420 in"-3
Ycg= 1.980 in
t= 0.060 in
Bend Radius=r= 0.060 in
Fy=Fyv= 55.00 ksi
Fu=Fuv= 65.00 ksi
E= 29500 ksi
top flange=b= 1.625 in
bottom flange= 2.750 in
Web depth= 3.rnn ,..,
-Fy -
m
m= 0.192*(Fu/Fy) -0.068
= 0.1590
(EQ A7.2-4) depth !
Be= 3.69*(Fu/Fy) -0.819*(Fu/Fy)"-2 -1.79
= 1.427
since fu/Fv= 1.18 < 1.2
and r/t= 1 < 7 OK
then Fye= Be* Fy/(R/t)"m
= 78.485 ksi
(EQ A7.2-2)
Thus, Fya-top= 58.97 ksi (tension stress at top)
Fya-bottorn= Fya*Ycg/(depth -Ycg)
= 114.48 ksi (tension stress at bottom)
Check allowable tension stress for bottom flange
Lflange-bot=Lfb= Lbottom -2*r*-2*t
(EQ A7.2-3)
Ycg y1
l_
yl= Ycg-t-r= 1.860 in
y2= depth-Ycg= 1.020 in
y3= y2-t-r= 0.900 in
--------2.510 i,1------------------------------------~--
Cbottorn=Cb= 2*Lc/(Lfb+2*Lc)
= 0.101
Fy-bottom=Fyb= Cb*Fyc + (1-Cb)*Fyf
= 57.37 ksi
Fya= (Fya-top)*(Fyb/Fya-bottom)
= 29.56 ksi
if F= 0.95 Then F*Mn=F*Fya*Sx=j · 11.80 in-k
Str~ural
\.,oncEts ~::;:;:.:(+::> . . . ~? ,,,,,:::···· ngmeermg
·-···,=·=· ... ,.· 1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.632.73~0 Fax: 714.632.7763
By: BOB Project: FLOREXPO
B~AM Configuration: lYPE 3 DEEP PUSHBACK INTERIOR
RMI Section 5.2, PT II
Section
Beam= HMH 30160/3" Face x 0.06" thk
Ix=Ib= 0.783 in"4
Sx= 0.420 in"3
t= 0.060 in
Fy=Fyv= 55 ksi
Fu=Fuv= 65 ksi
Fya= 59.0 ksi
L Check Bending· ~tress Allowable L(?ads
Mcenter=F*Mn= W*L *W*Rm/8
E= 29500 ksi
F= 150.0
L= 92 in
Beam Level= 1
P=Product Load= 1,200 lb/pair
D=Dead Load= 70 lb/pair
W=LRFD Load Factor= 1.2*D + 1.4*P+1.4*(0.125)*P
FOR DL=20/o of PL,
W= 1.599.
Rm= 1 -[(2*F*L)/(6*E*Ib + 3*F*L)]
RMI 2.2, item 8
1 -(2*150*92 in)/[(6*29500 ksi*0.7834 in"3)+(3*150*92 in)]
. = 0.847
if F= 0.95
Then F*Mn=F*Fya*Sx= 23.54 in-k
Thus, allowable load
JJ.er beam pair=W= F*Mn*8*(# of beams)/(L *Rm*W)
= 23.54 in-k * 8 * 2/(92in * 0.847 * 1.599)
= 3,023 lb/pair allowable load based on bending stress
Mend= W*L*(l-Rm)/8
= (30:23 lb/2) * 92 in* (1-0.847)/8
= 2,659 in-lb @ 3023 lb max allowable load
= .1,056 in-lb @ 1200 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*150*92 in)/[(5*150*92 in)+(10*29500 ksi*0.7834 in"4)]
= 0.816 in
if Dmax= L/180 Based on L/180 Deflection Criteria
and Dss= 5*W*L"3/(384*E*Ib)
L/180= 5*W*L"3*Rd/(384*E*Ib*# of beams)
--------· solving for Wyields,
W= 384*E*I*2/(180*5*L" 2*Rd)
= 384*0.7834 in"4*2/[180*5*(92 in)"2*0.816)
= 2,855 lb/pair allowable load based on deflection limits
Project#: P-030415-3LV
2.75in
t,3in +
T 1.625 in
_J_ 3,000 in
0.060 in
II I I 111111111111111IIIIllIll11111110111001111111111111 f =-'
f--,--
"' .,
----------------. . . . . . . . . . . ..... . . . . .
..... . .....
-8e'6m
Length -
li:I 1::1
Allowable Deflection= L/180
= 0.511 in
Deflection at imposed Load= 0.215 in
Thus, based on the least capacity of item 1 and 2 above: Allowable load= 2,855 lb/pair
Imposed Product Load= 1,200 lb/pair
Beam Stress= 0.42 Beam at Level 1
s·+,. •• ~+•.,.,;,I .
~s
~-~n?.4~if~~~~?terson Ste, Ste F Anaheim. CA 92807 Tel: 714.632.7330 Fax: 714.632.7763
By: BOB FroJect: FLOREXFO FroJect #: F-03041 5-
3 Pin Beam to Column Connection TYPE 3 OEEP PUSHBACK INTERIOR
The beam end moments shown herein show the result of the maximum induced fixed end monents form seIsmIc + static loads and the code
mandated minimum vaiue of 1.5%(DL+PL)
Mconn max= (Mseismic + Mend-fixity)*0.70*Rho
= 4,546 in-lb Load at level 1
Connector Type= 3 Pin
Shear Capacity of Pin
Pin Diam= 0.44 in Fy= 55,000 psi
Ashear= (0.438 in)"2 * Pi/4
= 0.1507 in"2
Pshear= 0.4 * Fy * Ashear
= 0.4 * 55000 psi* 0.1507in"2
= 3,315 lb
Bearing Capacity of Pii,
teal= 0.075 in
Omega= 2.22
Pbearing= alpha * Fu * diam * teal/Omega
Fu= 65,000 psi
a= 2.22
= 2.22 * 65000 psi * 0.438 in * 0.075 in/2.22
= 2,135 lb < 3315 lb
Moment Capacity of Bracket
Edge Distance=E= 1.00 in Pin Spacing= 2.0 in
C= Pl+P2+P3 tclip= 0.18 in
= Pl+Pl *(2.5"/4.5")+P1 *(0.5"/4.5")
= 1.667 * Pl
Mcap= Sclip * Fbending
= 0.127 inA3 * 0.66 * Fy
= 4,610 in-lb
Pclip= Mcap/(1.667 * d)
C*d= Mcap = 1.667
= 4610.1 in-lb/(1.667 * 0.5 in)
= 5,531 lb
Thu$, Pl= 2,135 lb
Mconn-allow= [Pl *4.5"+Pl *(2.5"/4.5")*2.5"+Pl *(0.5"/4.5")*0.5"] = 2135 LB*[4.5"+(2.5"/4.5")*2.5"+ (0,5"/4.5")*0.5"]
= 12,691 in-lb >· Mconn max, OK
TYPE 3DP PB INT-FLOREXPO P.ig~ tf of I}
Fy= 55,000 psi
Sclip= 0.127 in"3
d= E/2
= 0.50 in
3/4/2015
S\ructura~
Concepts .
~ Engineering
.~.,,.. 1200 N, Jefferson Ste, Ste E Anaheim. CA92807 Tel: 714.632.7330 Fax: 714.632.7763
By: 808 Project: FLOREXPO Project#: P-030415-3LV
Transverse Brace Configuration: TYPE 3 DEEP PUSHBACK INTERIOR
Section Properties
Diagonal Member= Hannibal l-1/2xl-1/2x16ga Horizontal Member= Hannibal l-1/2xl-l/2x16ga
Area= 0.273 inA2
r min= 0.496 in
Fy= 55,000 psi
K= 1.0
Qc= 1.92
r-l.500in1
r7Iom
l J-1
Area= 0.273 inA2
r min= 0.496 in
Fy= 55,000 psi
K= 1.0
r-l.500,n1
[7}"
~ ~0.25,n ~ ~0.25m
Frame Dimensions
Diagonal Member
Bottom Pahel Height=H= 42.0 ih
Frame Depth=D= 54.0 in
Column Width=B= 3.0 in
~o
Clear Depth=D-B*2= 48.0 in
X Brace= NO
rho= 1.00
I Load Case 6: : (1.±fl_ tOtJ*s;tJ.:JjB + l(0.85+0.14Sds)*B*P + [0.7*rho*EJ<= 1.0, ASD Method
Vtransverse= 387 lb
Vb=Vtransv*0.7*rho= 387 lb * 0.7 * 1
= 2711b
Ldiag= [(D-B*2)A2 + (H-6")A2JA1/2
= 60.0 in.
Pmax= V*(L<Jiag/D) * 0.75
= 2261b
(kl/r)= (k * Ldiag)/r min
= (1 x 60 in /0.496 in )
= 121.0 in
Fe= piA2*E/(kl/r)A2
= 19,886 psi
axial load on diagonal brace member Since Fe<Fy/2,
Pn= AREA*Fn
= 0.273 in"'2 * 19886 psi
= 5,429 lb
Pallow= Pn/Q
= 5429 lb /1;92
= 2,828 lb
Pn/Pallow= 0.08
Horizontal brace
Vb=Vtransv*0.7*rho= 271 lb
(kl/r)= (k * Lhoriz)/r min
= (1 x 54 in) /0.496 in
= 108.9 in
<= 1.0 OK.
Fe= piA2*E/(kl/r)A2
= 24,551 psi
Fn= .Fe
= 19,886 psi Typical Panel
Configuration
Check End Weld
Lweld= 2.5 in
Fu= 65 ksi
tmin= 0.060 in
Weld Capacity= 0.75 * tmin * L * Fu/2.5
= 2,925 lb OK
Fy/2= 27,500 psi
Wst L
---~ince Fe<F,y/2, Fn=Fe -------------Pn=-AREA'!;f.n-------Pallow=-Pn/Qc:-----------
= 24,55i psi = 0.273inA2*24551 psi
= 6,702 lb
Pn/Pallow= 0.08 <= 1.0 OK
TYPE 3DP PB INT-FLOREXPO Pag~ /0 of ()
= 6702 lb /1.92
= 3,491 lb
3/4/2015
Structural
Concepts
~ En~;~eN~~=rson sm, Ste E Anaheim, CA 92807 TeJ: 714.632.7330 Faxc 714.632.7763
By: 808 Project: FLORE~PO
Single Row Frame Overturning Configuration: TYPE 3 DEEP PUSHBACK INTERIOR
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
Sds= 0.7682
(0.9-0.2Sds)= 0.7464
(0.9-0.2Sds)= 0.7464
Project#: P-030415-3LV
Vtrans=V=E=Qe= 387 lb
DEAD LOAD PER UPRIGHT=D= 140 lb
PRODUCT LOAD PER UPRIGHT=P= 2,800 lb
Papp=P*0.67= 1,876 lb
.Cl=Wst1=(0.74636*D + 0.74636*Papp*l)= 1,504 lb
B=@;QQ.®.'.i.t/1:itI'.lt)
Product Load Top Level, Ptop= 1,600 lb
DL/Lvl= 70 lb
Seismic Ovt based on E, 1:(Fi*hi)= 67,514 in-lb
height/depth ratio= 3.2 in
A) Fullv Loaded Rack
Load case 1:
Movt= I:(Fi*hi)*0.7*E*rho
= 47,260 in-lb
rho= 1.0000
Frame Depth=Df= 54.0 in
Htop-lvl=H= 173.0 in
# Levels= 2
# Anchors/Base= 2
ho= 48.0 in
h=H+ho/2= 197.0 in
Mst= Wstl * Df/2
= 1504 lb * 54 in/2
=: 40,608 in-lb_
T
SI E D ELEVATION
T = (Movt-Mst)/Df
= (47260 in-lb -40608 in-lb)/54 in
= 123 lb Net Uplift per Column
I Net Seismic Uplift= 123 lb Strenqth Level
B) Top 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
= 0.1921 * 1600 lb = 44,013 in-lb
= 307Ib T = (Movt-Mst)/Df
Vleff= 307 lb Critical Level= 2 = (44013 in-lb -35064 in-lb)/54 in
V2=VoL = Cs*Ip*D Cs*Ip= 0.1921 = 166Ib Net Uplift per Column
= 27Ib
Mst= (0.74636*D + 0.74636*Ptop*l) * 54 in/2
= 35,064 in-lb
I Net Seismic Uplift= 166 lb Strength Level
Anchor
Check (2) 0.5" x 3.25" Embed HILTI KWIKBOLTTZ anchor(s) per6ase plate.
Special inspection is required per ESR 1917.--------· -----------·-
Fully Loaded:
Top Level Loaded:
Pullout Capacity=Tcap= 1,250 lb L.A. City Jurisdiction? NO
Shear Capacity=Vcap= 1,840 lb Phi= 1
(61 lb/1250 lb)"l + (96 lb/1840 lb)"l =
(83 lb/1250 lb)"l + (76 lb/1840 lb)"l =
lYPE 3DP PB INT-FLOREXPO Page/( of I 3
0.10
0.11
------·---· -------~---
Tcap*Phi= 1,250 lb
Vcap*Phi= 1,840 lb
<=· 1.2 OK
<= 1.2 OK
3/4/2015
Structural
Concepts
~ f n~!~:=~J~rson s.to, Ste E Anaheim, CA 92807 Tek 714.632.7330 Fax: 714.632.7763
By: BOB Project: FLOREXPO Project#: P-030415-3LV
Base Plate Configuration: TYPE 3 DEEP PUSHBACK INTERIOR
Section
Mb
Baseplate= 7x5x3/8
EffWidth=W = 7.00 in
Eff Depth=D = 5.00 in
Column Width=b = 3.00 in
Column Depth=dc = 3.00 in
L = 2.00 in
Plate Thickness=t = 0.375 in
a= 2.50 in
Anchor c.c. =2*a=d = 5.00 in
N=# Anchor/Base= 2
Fy = 36,000 psi I b 1-L ---w
Downaisle Elevation
Down Aisle Loads Load Case·s:: (1 +O.JOS*Sds)D + 0.7S*f(1.4+0.14Sds)*B*P + 0.75*f0.7*rho*El<= 1.0, ASD Method
COLUMN DL=· 70 lb Axial=P= 1.080661 * 70 lb+ 0.75 * (1.507548 * 0.7 * 1400 lb)
COLUMN PL= 1,400 lb = 1,184 lb
Ba!le Moment= 8;000 in-lb
l+0.105*Sds= 1.0807
Mb= Base Moment*O.75*O.7*rho
= 8000 in-lb * O.75*O.7*rho
1.4+0.14Sds= 1.5075 = 4,200 in-lb
B= ;Q;J@Qitfff:J\f{J}._! __ Ax_ia_l_L_o_a_d_P_=_1_,1_8_4_1_b ______ M_b_a_se_=_M_b_= ___ 4, .... 2_O_O_i_n_-l_b __ .....
Axial stress=fa = P/A = P/(D*W) Ml= wLA2/2= fa*LA2/2
= 34 psi = 68 in-lb
Moment Stress=fb = M/S = 6*Mb/[(D*BA2] Moment Stress=fb2 = 2 * fb * L/W
= 102.9 psi = 58.8 psi
Moment Stress=fbl = fb-fb2 M2= fbl *L A2)/2
= 44.1 psi = 88 in-lb
M3 = (1/2)*fb2*L*(2/3)*L = (1/3)*fb2*LA2
= 78 in-lb
5-plate = (l)(tA2)/6
= 0.023 inA3/in
fb/Fb = Mtotalj[(S-plate)(Fb)]
= 0.37 OK
Tanchor = (Mb-(PLapp*0.75*0.46)(a))/[(d)*N/2]
= 88 lb
Mtotal = Ml+M2+M3
= 234 in-lb/in
Fb = 0.75*Fy
= 27,000 psi
F'p= 0.7*F'c
= 1,750 psi
Tallow= 1,250 lb
OK
OK
Cross Aisle Loads . Criti:,/ /o,d ase RN/Sec 2.J, ilem 4: (1+o.11Sds)OL + (1+o.14S0S}Pl.'0,7S+EL'0.7S <= 1.0, ASO Me/1,od Check uplift load on Baseplate
EffE
Effe
Pstatic= 1,184 lb
Movt*0.75*0.7*rho= 35,445 in-lb
Frame Depth= 54.0 in
Check uplift forces on baseplate with 2 or more anchors per RMI 7 .2.2.
1When the base plate configuration consists of l:Y,to anchor bolts located on either side
P=Pstatic+Pseismic= 1,840 lb
b =Column Depth= 3.00 in
L =Base Plate Depth-Col Depth= 2.00 in
fa = P/A = P/(D*W)
= 53 psi
Sbase/in = (l)(tA2)/6
= 0.023 in63/in ------
fb/Fb = M/[(S-plate)(Fb)]
= . 0.17 OK
TYPE 3DP PB INT-FLOREXPO
Pseismic= Movt/Frame bepth
= 6561b
M= wLA2/2= fa*LA2/2
= 105 in-lb/in
Fbase = 0.75*Fy
. --= 27,000 psi
Pa~e/ l---of. ( .3
f the column and a net uplift force exists, the minimum base plate thickness
shall be determined based on a design bending moment in the plate equal
to 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"
I~ Mu Ta
T•Ft4-ff ~
Uplift per Column= 166 lb
Qty Anchor per BP= 2
----Net Tension per anchor=Ta= 83 lb --
c= 2.00 in
Mu=Moment on Baseplate due to uplift= Ta*c/2
fb Fb *0.75= 0.02
= 83 in-lb
Splate= 0.117 inA3
OK
3/4/2015
Structural
Concepts
-En~~~:~riJ':.,son ste. ste • Anaheim, CA 92807 Tel, 714.632. 7330 Faxc 714.632.7763
By: BOB Project: FLOREXPO Project#: P-030415-3LV
Slab on Grade Configuration: TYPE 3 DEEP PUSHBACK INTERIOR
a •••• t······••••••·•r--e-1--·~·~·'······;······ . ~,b:E: ,.
·······~·····
t X ~, ____ 1-/-~ ~---·I -] IFt! :-;-: •. ----.: ••••••• A .~s·r·•· AUYE~:~~V~&B
··.·.·-:::::::::::::::::::-:-:-·.·.·.:-:Down Aisle .-:·· Movt= 60,550 in-lb
Frame depth= 54.0 in
Sds= 0.768
SLAB ELEVATION
Baseplate Plan View
0.2*Sds= 0.154 Base Plate
Effec. Baseplate width=B= 7.00 in
Effec. Baseplate Depth=D= 5.00 in
width=a= 3.00 in
depth=b= 3.00 in
!'flf Iif:::I:!'iiAfrnt~9li:ftI:t:tfK:
P=B/D= 1.400
F'cA0.5= 50.00 psi
Column Loads
DEAD LOAD=D= 70 lb per column
unfactored ASD load
PRODUCT LOAD=P= 1,400 lb per column
unfactored ASD load
Papp= 938 lb per column
P-seismic=E= (Movt/Frame depth)
= 1,121 lb per column
unfactored limit State.load
rh~= ::r;i~~§,;:l::::;::~~~i;:11:;::}:!/!:!:;?~:r;:;:;:1:r:1:
Sds= 0.7682
1.2 + 0.2*Sds= 1.3536
0. 9 -0.20Sds= 0.7464
Puncture
Apunct= [(c+t)+(e+t)]*2*t
= 190,0 inA2
Fpunctl= [( 4/3 + 8/(3*p)] * ;i., *(F'cA0.5)
= 97.1 psi
Fpunct2= 2.66 * ;i., * (F'cA0.5)
= 79.8 psi
Fpunct eff= 79.8 psi
Slab Bending
Pse=DL+PL+E= 2,605 lb
Asoil= (Pse*144)/(fsoil)
= 75(} inA2
--· x=-(L-y)/2---
= 6.5 in
Fb= 5*(phi)*(fc)A0.5
= 150. psi
TYPE 3DF FB INT-FLOREXFO
midway dist face of column to edge of plate=c= 5.00 in
midway dist face of column to edge of plate=e= 4.00 in
Load Case 1) (1.2+0.2Sds)D + (1.2+0.2Sds)*B*P+ rho*E RMI SEC 2.2 EQTN s
= 1.35364 * 70 lb+ 1.35364 * 0.7 * 1400 lb+ 1 * 1121 lb
= 2,542 lb
Load Case 2) (0.9-0.2Sds)D + (0.9-0.2Sds)*B*Papp + rho*E RMI sEc 2.2 EQTN 7
= 0.74636 * 70 lb+ 0.74636 * 0.7 * 938 lb+ 1 * 1121 lb
= 1,663 lb
Load Case 3) 1.2*D + 1.4*P
= 1.2*70 lb+ 1.4*1400 lb
= 2,044 lb
Load Case 4) 1.2*0 + 1.0*P + 1.0E
= 2,605 lb
Effective Column Load=Pu= 2,605 lb per column
L= (Asoil)A0.5
= 27.39 in
M= w*xA2/2 ---
= (fsoil*xA2)/(144*2)
= 72.4 in-lb
fv/Fv= Pu/(Apunct*Fpunct)
= 0,172 < 1 OK
y= (c*e)A0.5 + 2*t
= 14.5 in
----S-slab= 1 *teffA 2/6
= 4.17 inA3
fb/Fb= M/(S-slab*Fb)
= 0.116 < 1, OK
P~g~ /J of. /)
RMI SEC 2.2 EQTN 1,2
ACI 318--11 Sec 9.2.1,Eqln 9-S
3/4/2015
CB150713 1960 KELLOGGAV
FLOREXPO-INSTALL PUSH BACK
RAr.K8 IN Nl=W r.orn l=R COOi ER 3 DEEP ~-----__..,....,~,..,..__.......,....._.,.._............, ...... ~~ .... ~""'----
3/ro{,;; ~ t'D ~ ( r~ / Esc,.-,L LJ-f ~~ ~s
3(Ct J,s-(#Jl ~ &,~
.2) ) 17 , ,~ cJ:,{yl L-LJ...Avv
Final Inspection required by:
CJ Plan CJ CM&I CJ Fire CJ
SW CJ1SSUED I Dev.
Approved Date By
BUILDING Lf/ "''s-Otf
3 / :;n / 1 ~ ~ Jr @. F~ 0WlU-,<, 11 -~L Fi e..6.l:t" -F,r('
r..f { 1 I< f2--,U: ..-,J WI~ ~
4( , 3 / ,s Is s ~
PLANNING ~19/r-s--~
ENGINEERING ~ -FIRE Expedite? v7N7 Lffyt,,r-~
DIGITAL FILES Reauired7 y N
HazMat
APCD
Health
Forms/Fees Sent Rec'd Due7 By
Encina y N
Fire y N
HazHealthAPCD y N
PE&M y N ,,
School y N ,
Sewer y N
Stormwater y N
Special Inspection y N-
CFD: y N
LandUse: Density: lmpArea: FY: Annex: Factor:
PFF: y N
Comments Date Date Date Date
Building .3],7 Its-
, Planning
Engineering
Fire .!,~/,;' -
Need?
CJ Done
-DDone
DDone
DDone
~
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