Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
2350 CAMINO VIDA ROBLE; C; CBC2018-0390; Permit
Status: Closed - Finaled Applied:* 07/18/2018 Issued: 09/05/2018 Permit Finaled: Inspector: PBurn Final Inspection: 7/31/2019 2:41:43PM Contractor: CROWN LIFT TRUCKS 44S Washington St NEW BREMEN, OH 45869-1247 619-696-6747- Crcity f Carlsbad Commercial Permit -: Print Date: 07/31/2019 Permit No: CBC2018-0390 Job Address: 2350 Camino Vida Roble, C Permit Type: BLDG-Commercial Work Class: Tenant Improvement Parcel No: 2130500900 Lot #: Valuation: $21,921.00 Reference #: Occupancy Group: Construction Type: St Dwelling Units: Bathrooms: Bedrooms: Orig. Plan Check 0: Plan Check 0: Project Title: Description: EAL GREEN: HIGH PILE STORAGE RACKING Applicant: Owner: TURA BILLET DULCES REALTY LLC 2345 Camino Vida Roble 619-696-6747 CARLSBAD, CA 92011 BUILDING PERMIT FEE ($2000+) . $221.40 BUILDING PLAN CHECK FEE (BLDG) $154.98 FIRE High Piled Storage $733.00 5B1473 GREEN BUILDING STATE STANDARDS FEE $1.00 STRONG MOTION-COMMERCIAL $6.14 Total Fees: $1,116.52 Total Payments To Date: $1,116.52 Balance Due: $0.00 Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor 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 limitation has previously otherwise expired. 1635 Faraday Avenue, Carlsbad, CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov THE FOLLOWING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE: DPLANNING ENGINEERING 0 BUILDING DFIRE 0 HEALTH OHAZMATIAPCD I Building Permit Application Plan Check Est. Value 2.1k 2i — of 1635 Faraday Ave., Carlsbad, CA 92008CC Calsbad Ph: 760-602-2719 Fax: 760-602-8558 Plan Ck. Deposit email: buildingcarlsbadca.gov Date11000001010 www.carlsbadca.gov JOB ADDRESS 2350 CAMINO VIDA ROBLE ISUITE#/SPACE#/UNIT# 2,. I APN 213 - 050 - 09 - 00 # LOT # PHASE #0FUNITS # BEDROOMS #BATHROOMS TENANT BUSINESS NAME CONSTR. TYPE I 0cc. GROUP Cr/PROJECT I I I EAL GREEN III- B I B/S-I DESCRIPTION OF WORK: include Square Feet of Affected Area(s) STORAGE RACKING EXISTING USE PROPOSED USE GARAGE (SF) PATIOS (SF) DECKS(SF) FIREPLACE I AIR CONDITIONING STORAGE RACKING I STORAGE RACKI I I 5D# NO I YESNOD IFIRESPRINKLERS YESI21NOE APPLICANT NAME CROWN LIFT TRUCKS PROPERTY OWNER NAME DULCES REALTY LLC Primary Contact ADDRESS 12725 STOWE DR ADDRESS 2345 CAMINO VIDA ROBLE CITY STATE ZIP CITY STATE ZIP P0 WAY CA 92064 CARLSBAD CA 92011 PHONE FAX PHONE FAX 619-696-6747 I 858-513-4965 EMAIL TURA.BILLETcCz4jvJ4_.COM EMAIL DESIGN PROFESSIONAL STRUCTURAL ENGINEERING DESIGN INO CONTRACTOR BUS. NAME CROWN LIFT TRUCKS ADDRESS 1815 WRIGHT AVE ADDRESS 12725 STOWE DR CITY STATE ZIP CITY STATE ZIP LA VERNE CA 91750 P0WAY CA 92064 PHONE PHONE IFAX 714-632-7330 IFAX I 714-632-7763 619-696-6747 I 858-513-4965 EMAIL EMAIL BOB(SCEDINC.COM CROWN.COM I STATE LIC. # STATE LIC.# I CLASS CITY BUS. LIC.# I 26608 781358 C61/D21 I C61/D24 I 8L0S1212510 (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law (Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code) or that he Is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500)). Workers' Compensation Declaration: I here by affirm under penally of perjury one of the following declarations: El I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. 1211 have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Insurance Co ACE AMERICAN INSURANCE COMPANYIGALLAGHER BASSETI Policy No. WLRC64414628 Expiration Date 101112018 This section need not be completed if the permit is for one hundred dollars ($100) or less. [] 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 (8.100,000), In addition to the cost of compensation, damageEaroled Section 3706 of the Labor code, Interest and attorney's fees. CONTRACTOR In SIGNATURE '(,AGENT DATE ®(O0®@(D 0®l) I hereby affirm that am exempt from Contractors License Law for the following reason: [] I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not injpdtiror offered for sate (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply loan owner of property who builds or improves thereon, and who does such work himself o,jh,tITigh 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 an of proving that he did not build or improve for the purpose of sale). [J I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (par'T4, Business and Professions Code: The Contractor's License Law does not apply loan owner of property who builds or improves thereon, and contracts for such projects with contractor(s) Iicensed,pwtiuianl to the Contractor's LiceLaw). I am exempt under Section Business and Professions Code for this reaso..-" 1. I personally plan to provide the major labor and materials for constructionj,jlve'posed property improvement. Dyes DNo 2.1(have /have not) signed an application fore building permit forth posed work. I have contracted with the following person (firm) to provi proposed construction (include name address/phone/contractors' license number): I plan to provide portions of the work, bull hay 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, but I hay contracted (hired) the following persons to provide the work indicated (include name /address of work): ..PROPERTY OWNER SIGNATURE *Wk VA GENT DATE '7 1k~l 17 A4 ®C!@1?G 1O010 O®() 900(1 ®O?O O)O()@ ®(M 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? I] Yes 0 No Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? 0 Yes 0 No Is the facility to be constructed within 1,000 feet of the outer boundary of school site? CI Yes 0 No IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. (®?C!)O®W Q()®O()@ C&(J I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). Lender's Name Lender's Address OJ1? IceitifythatI have read the application and statethatthe above Information iscorrectand thatthe information an the plans Is accurift I agreeto complywith all Cityardinancesand State Imys relatingto buildingoonstruction. I hereby authorize representative of the City of Carlsbad 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 ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over 5'O' deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every pemift issued by the Building Official under the provisions of this Code shall expire by imitation and become null and veid if the building or work authorized by such permit is not commenced within 180 days tiom the date of such permit orif the buiklfig orwork authorized by such permit is suspended or abandoned at anytime after the work is commenced fora period of 180 days (Section 106.4.4 Uniform Building Code). .APPLICANTS SIGNATURE DATE 'l It Ii 6 Permit Type: BLDG-Commercial Application Date: 07/18/2018 Owner: DULCES REALTY LLC Work Class: Tenant Improvement Issue Date: 09/05/2018 Subdivision: CARLSBAD TCT#73-49 Status: Closed - Finaled Expiration Date: 01/22/2020 Address: 2350 Camino Vida Roble, C Carlsbad, CA 92011-1500 IVR Number: 12623 Scheduled Actual Inspection Type -Inspection No. Inspection Status Primary Inspector Reinspection Complete Date Start Date 0911312018 0911312018 BLDG-14 069902.2018 Passed Paul Bumette Complete Frame/Steel/Bolting/ Welding (Decks) Checklist Item COMMENTS •Passed BLDG-Building Deficiency No 0712612019 0712612019 BLDG-Final 098728.2019 Failed Paul Bumette Reinspection Complete Inspection Checklist Item COMMENTS Passed BLDG-BuildinO Deficiency No BLDG-Plumbing Final No BLDG-Mechanical Final No, BLDG-Structural Final No BLDG-Electrical Final No 07I3112019 07I3112019 BLDG-Final 099154-2019 Passed Paul Bumette. Complete Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-Plumbing Final Yes BLDG-Mechanical Final Yes BLDG-Structural Final Yes BLDG-Electrical Final ' Yes BLDG-Fire Final 070103-2018 , Scheduled Dominic Flerl Incomplete Checklist item COMMENTS Passed FIRE- Building Final No Checklist item COMMENTS Passed FIRE- Building Final' No July 31, 2019 Page 1 of I << , 00 > CITY OF CARLSBAD SPECIAL INSPECTION AGREEMENT B-45 DeveIoment Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov In accordance with Chapter 17 of the California Building Code the following must be completed when work being performed requires special inspection, structural observation and construction material testing. Project/Permit: e2SgO Project Address: 21% C,ti*o 'J'd& 4L SLC THIS SECTION MUST BE COMPLETED BY THE PROPERTY OWNER/AUTHORIZED AGENT. Please check if you are Owner-Builder 0. (If you checked as owner-builder you must also complete Section B of this agreement) Name: (Please print) James Wynn (First) (Ml.) (Last) Mailing Address: P.O. Box 3021 - Glen Ellyn IL 60138 Email: James.Wynn@ealgreen.org Phone: 224-440-6755 I am: OProperty Owner UProperty Owner's Agent of Record DArchitect of Record UEngineer of Record State of California Registration Number: 4129973 Expiration Date: 5-14-2019 AGREEMENT: I, the undersigned, declare under penalty of perjury under the laws of the State of California, that I have read, understand, acknowledge and promise to comply with the City of Carlsbad requirements for special inspections, structural observations, construction materials testing and off-site fabrication of building components, as prescribed in the statement of special insPect 1eUck athe required by the California Building Code. DN: cn=Claudia Freed, Signature- _/ouPresident&CEO, Date: June 72018 F eeci ,.F Date: 2018.06.07 11:4808 -05'OO' €2' CONTRACTOR'S STATEMENT OF RESPONSIBILITY (07 CBC, Ch 17, Section 1706). This section must be completed by the contractor I builder / owner-builder. Contractor's Company Name: _IV.AJY'l (.Aff_1hi)CJc4, Please check if you are Owner-Builder 0 Name: (Please print) CMA IiP( 1i.)(,C$ (First) (M.I.) . (Last) Mailing Email: Phone: _(ptol.Vie- 01I7 State of California Contractor's License Number: Expiration Date: I )" I acknowledge and, am aware, of special requirements contained in the statement of special inspections noted on the approved plans; I acknowledge that control will be exercised to obtain conformance with the construction documents approved by the building official; I will have in-place procedures for exercising control within our (the contractor's) organization, for the method and frequency of reporting and the distribution of the reports; and I certify that I will have a qualified person within our (the contractor's) organization to exercise such control. I will provide a final report/ letter in compliance with CBC Section 1704.1.2 prior to reauestina final inspection. Signature: Date: 4 B-45 Page 1 of 1 Rev. 08/11 CITY OF CARLSBAD SPECIAL INSPECTION AGREEMENT B-45 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov In accordance with Chapter 17 of the California Building Code the following must be completed when work being performed requires special inspection, structural observation and construction material testing. Project/Permit: Q5I2f- I "O'?f% Project Address:l,5O a MAVI-0 J10 1k.. $tJ THIS SECTION MUST BE COMPLETED BY THE PROPERTY OWNER/AUTHORIZED AGENT. Please check if you are Owner-Builder 0. (If you checked as owner-builder you must also complete Section B of this agreement) Name: (Please print) James Wynn (First) (MI.) (Last) Mailing Address: P.O. Box 3021 - Glen Ellyn IL 60138 Email: James.WynneaIgreen.org Phone: 24-440-6755 I am: OProperty Owner OProperty Owner's Agent of Record DArchitect of Record DEngineer of Record State of California Registration Number: 4129973 Expiration Date: 5-14-2019 AGREEMENT: I, the undersigned, declare under penalty of perjury under the laws of the State of California, that I have read, understand, acknowledge and promise to comply with the City of Carlsbad requirements for special inspections, structural observations, construction materials testing and off-site fabrication of building components, as prescribed in the statement of special ggrequired by the California Building Code. f5 DN: cn=Claudia Freed. o=EALgreen. Signature, •u=President&CEO, Date: June 7 2018 _.!13015L e F eec , ,:' Date: 2018.06.07 11:48:08 05'00' CONTRACTOR'S STATEMENT OF RESPONSIBILITY (07 CBC, Ch 17, Section 1706). This section must be completed by the contractor I builder / owner-builder. Contractor's Company Name:eJfl Uf4 '1i)c,t4, Please check if you are Owner-Builder 0 Name: (Please print) C't''n k• 1L)OtG5 (First) , (ML) • (Last) Mailing Address: Email Phone- _(0tl. tot(e 01 7 State of California Contractor's License Number: 791*~5,93 Expiration Date: 1 ) 7I I acknowledge and, am aware, of special requirements contained in the statement of special inspections noted on the approved plans; I acknowledge that control will be exercised to obtain conformance with the construction documents approved by the building official; I will have in-place procedures for exercising control within our (the contractor's) organization, for the method and frequency of reporting and the distribution of the reports; and I certify that I will have a qualified person within our (the contractor's) organization to exercise such control. I will provide a final report/letter in compliance with CBC Section 1704.1.2 prior to requesting final inspection. ature: Date: 4 B-45 Page 1 of 1 Rev. 08/11 I3DJ Coist1rj, nc A CaIifo;ni orpoaiian 17582 Orange Dr. Yorba Linda CA 92886 Cell 10 (74.) 863-9180 (877) 764-3939 FD CONSULTING, INC. Certification of Compliance By this signature on the this Observation Report. I acknowledge that BDJ Consulting, Inc. performed the above observation. Approved by: --D4 ~ u Project Superintendent - Foreman - Other We hereby cartlf, that, at the tame of thIs cbsrvathn, we have observed all at the above reported work, txthsasnotedTetheheatowlerowledgeandbeliat,wehayefaijnd this work to comply with the approved plane, spedlilsellans, and eppllcth'.a sedton{sj of the Uniform Belidleg Code, as applicable to the locality where this project Is located, This report cannot be construed to be a ,atonvnendatlon of work at any nature to be performed. The performance of ourobaarvatlon servI=3jEjWW to thsterma and conditions as described on the reverse aide of this 0wiwr or asuccaseor be brbssat shall hold harmleseBDJConaed .,nyendalll iegaof retiatsaevscthat is related to the evices arovlded. Of Specialty YJ}CTE-OFFICE COPY, C1rt4SV-ACCOUfflING COPY, P1fiK-0SERVERS COPY, BOTtOM WH1TE-JOBSITE COPY EsGilV/0 A SAFEbulit Company DATE: 7/31/2018 • APPLICANT U JURIS. JURISDICTION:--- City of Carlsbad PLAN CHECK #.: CBC2018-0390 SET:I PROJECT ADDRESS: 2350 Camino Vida Roble Suite C PROJECT NAME: Storage Racks for Eal Green The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. E The check list transmitted herewith is for your information. The plans are being held at EsGil 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: EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: J Telephone #: Date contacted: (by: ) Email: P olt1' Mail Telephone Fax In Person dr it REMARKS: 1. Fire Department approval is required. 2. City to field verify that the path of travel from the handicapped parking space to the rack area and the bathrooms serving the rack area comply with all the current disabled access requirements. By: David Yao Enclosures: EsGil 7/23/18 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 City of Carlsbad CBC2018-0390 7/31/2018 (DO NOT PAY - THIS IS NOT AN INVOICE) VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PLAN CHECK #.: çBC2018-0390 PREPARED BY: David Yao DATE: 7/31/2018 BUILDING ADDRESS: 2350 Camino Vida Roble Suite C BUILDING OCCUPANCY: BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) racks per city 21,921 Air Conditioning Fire Sprinklers TOTAL VALUE 21,921 Jurisdiction Code Icb IBY Ordinance I 1997 UBC Building Permit Fee v Plan Check Fee by Ordinance V Type of Review: EJ Complete Review D Structural Only Repetitive Fee Repeats El Other El Hourly Hr. @ * EsGil Fee I $134.831 Comments: Sheet of 8 2O o,c QNI 0 00 Ln w 04 00 StructurdI 10 (U) >? O " E Cn Z a)O a 0 .2 -J ngineering V9- — C4 w ore $ Design, Inc (s.. 1815 WrightAve La Verne, Co. 91750 Tel. 909-596-1351 Fax 900-596-7186 Project Name: EAL GREEN OFES Project Number: L.V-070218-8 Date: 07/10/18 ((!( c))) Street Address— -2350-GAMiNQ-\VA-RQSLEji, -- City/State: CARLSBAD. CA 92011 1 CWIL lkbf Scope of Work: SELECTIVE JUL 102018 I Str'uctural Engineering&Design inc. 1815 Wright Ave La Verne, CA 91750 Tel: 909.596.1351 Fax: 909.596.7186 By: Bob - 'Project: Eal Green - Project #: LV-070218-8 TABLE OF CONTENTS TitlePage ................................................................................................................1 Tableof Contents.....................................................................................................2 Design Data and Definition of Components ............................................................3 CriticalConfiguration ..............................................................................................4 SeismicLoads ..........................................................................................................5 to 6 Column....................................................................................................................7 Beam and Connector ...............................................................................................8 to 9 Bracing....................................................................................................................10 Anchors...................................................................................................................11 BasePlate ................................................................................................................12 Slabon Grade ..........................................................................................................13 type I select-EAL Page 2 of 1t 3 7/10/2018 Structural Engineering & Design inc. 1815 Wright Ave La Verne, CA 91750 Tel: 909.596.1351 Fax: 909.596.7186 By: Bob Project: Eal Green Project #: LV-070218-8 Design Data The analyses herein conforms to the requirements of the: 2012 IBC Section 2209 2016 CBC Section 2209A ANSI NH 16.1-2012 Specifications for the Design ofIndustñal Steel Storage Racks "2012 RN! Rack Design Manual" ASCE7-10, section 15.5.3 Transverse braced frame steel conforms to ASTM A570, Gr.55, with minimum strength, Fy=55 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 Anchor bolts shall be provided by installer per ICC reference on plans and calculations herein. All welds shall conform to AWS procedures, utilizing E70,ox electrodes or similar. All such welds shall be performed in shop, with no field welding allowed other than those supervised by a licensed deputy inspector. The existing slab on grade is 6"-thick with minimum 2500 psi compressive strength. Allowable Soil bearing capacity is 750 psf. The design of the existing slab is by others. Load combinations for rack components correspond to 2012 RMI Section 2.1 for ASD level load criteria Definition of Components A Column /-I Beam : I /Beam to Column Connector Beam I Spacing r—I Base Plate and Pmduct jAnchors - Beam Length Frame Height Horizontal Brace Diagonal Brace Front VieWDoWfl Aisle— (Longitudinal) Frame Section A: Cross Aisle (Transverse) Frame type I select-EAL Fae 15 of t 3 7/10/2018 St'ructural E ngineering & Design inc. 1815 Wright Ave La Verne, CA 91750 Tel: 909.596.1351 Fax: 909.596.7186 By: Bob Project: Eal Green Project #: LV-070218-8 Configuration & Summary: Type A Selective V 144.' 144±\ Seismic Criteria # Bm Lvls I Frame Depthl Frame Heightl # Diagonals Beam Length Frame Type Ss=1.064, Fa=1.075 3 1 42 in 1 144.0 in 1 3 144 in Component Description STRESS Column Fy=55 ksi Hannibal 73014-3044ga P=4613 lb, M=9243 in-lb 0.5-OK Column & Backer None None None N/A Beam Fy=55 ksi HMH 44140/4.5" Face x 0.075' thk Lu=144 in Capacity: 3649 lb/pr 0.82-OK Beam Connector Fy=55 ksi LA 1: 3 pin OK Mconn=6603 in-lb Mcap=12691 in-lb 0.52-OK Brace-Horizontal Fy=55 ksi Hannibal 1-1/24-1/246ga 0.16-OK Brace-Diagonal Fy=55 ksi Hannibal 1-1/24-1/2469a 0.25-OK Base Plate Fy=36 ksi 8x5x3/8 I Flxity= 8000 in-lb 0.6-OK Anchor 2 per Base 0.5" x 3.25' Embed HILTI TZ ESR 1917 Inspection Reqd (Net Seismic Uplift= 1582 lb) 0.433-OK Slab & Soil 6" thk x 2500 psi slab on grade. 750 psf Soil Bearing Pressure 0.37-OK Level Load** Per Level Beam Spcg I Brace Story Force I Transv I Story Force Longit. Column Axial Column Moment Conn. Moment Beam Connector 1 3,000 lb 60.0 in 36.0 in 232 lb 118 lb 4,613 lb 9,243 "# 6,603 "# 3 pin OK 2 3,000 lb 44.0 in 48.0 in 403 lb 204 lb 3,075 lb 5,358 '# 4,358 "# 3 pin OK 3 3,000 lb 40.0 in 48.0 in 557 lb 283 lb 1,538 lb 2,828 "# 2,483 "# 3 pin OK '* Load defined as product weight per pair of beams Total: 1,192 lb 605 lb Notes I type I eIect-EAL Page £4. of \ 5 7/10/2018 Structural Engineering & Design Inc. 1815 WrifltAvgj.a Verne. CA 91750 Tel: 909596.1351 Fax: 909.596.7186 By: Bob Project: Eel Green Project #: LV-070218-8 Seismic Forces Configuration: Type A Selective Lateral analysis is performed with regard to the requirements of the 2012 RMI ANSI NH 16.1-2012 Sec 2.6 & ASCE 7-10 sec 15.5.3 Ss= 1.064 Transverse (Cross Aisle) Seismic Load S1= 0.411 V= CS*1p*WS=s*Ip*(0.67*P*Plf+D) Vt Fa= 1.075 Cs1= Sds/R f = 1.589 = 0.1906 Cs-max * Ip= 0.1906 Sds=2/3*Ss*Fa= 0.763 Cs2= 0.044*Sds V,,= 0.015 Sd1=2/35S15Fv= 0.435 = 0.0336 Eff Base Shear=Cs= 0.1906 Ca=0.4*2/3*Ss*Fa= 0.3050 Cs3= 0.5*S1/R Ws= (0.67*PLiu:j * PL)+DL (RMI 2.6.2) (Transverse, Braced Frame Dir.) R= .4.0 = 0.0514 = 6,255 lb Ip= 1.0 Cs-max= 0.1906 nsv=Vt= 0.1906 * (225 lb + 6030 Ib) PRF1= [! Base Shear CoeffCs 0.1906 nsverse= 1,192 lb rEt Pallet Height=hp= 48.0 in it States Level Transverse seismic shear per upright DL per Beam Lvl= 75 lb Level PRODUCT LOAD P P*0.67*PRF1 DL hi wi*hi Fl Fl*(hi+hp/2) 1 3,000 lb 2,010 lb 75 lb 60 in 125,100 232.2 lb 19,5054 2 3,000 lb 2,010 lb 75 lb 104 in 216,840 402.5 lb 51,5204 3 3,000 lb 2,010 lb 75 lb 144 in 300,240 557.3 lb 93,6264 sum: P=9000 lb 6,030 lb 225 lb W=6255 lb 642,180 1,192 lb =164,651 Simturh' for longitudinal seismic loads, using R=6.O Ws= (0.57 * PLR ' P) + DL R= 1.0 ED Cs1=Sd1/(TIR)= 0.0968 = 6,255 lb (Longitudinal, Unbraced Dir.) R= 6.0 cs2= 0.0336 Cs=c5.max*Ip= 0.0968 T= 0.75 sec Cs3= 0.0343 Vlong= 0.0968 * (225 lb + 6030 Ib) EI . Cs-max= 0.0968 Elongitudinal= 605 lb Limit States LaveiLuwiL seisrmc,hearperupnght Level PRODUC LOAD P P*0.67*PRp2 DL hi wl*hi Fl Front View 1 3,000 lb 2,010 lb 75 lb 60 in 125,100 117.9 lb 2 3,000 lb 2,010 lb 75 lb 104 in 216,840 204.3 lb 3 3,000 lb 2,010 lb 75 lb 144 in 300,240 282.9 lb sum: 6,030 lb 225 lb W=6255 lb 642,180 605 lb type I select-CAL Pa3e 7oF 7/10/2018 Structural Engineering & Design Inc. 1815 Wright Ave La Verne, CA 91750 Tel: 909.596.1351 Fax: 909.596.7186 By: Bob Project: Eal Green Project #: LV-070218-8 Downaisle Seismic Loads Configuration: Type A Selective Determine the story moment by applying portal analysis. The base plate is assumed to provide partial fixity. Vlong= 605 lb Vcol=Vlong/2= 303 lb -Fl= 118 lb F2= 204 lb F3= 283 lb tiamc mi4n Typical Frame made '1 ,,>,.e(twoceIun7n Iop vie Front View s1& Seismic Story Moments Conceptual System cot Mbase-max= 8,000 in-lb <'=== Default capacity hl-eff= hi - beam clip height/2 Mbase-v= (Vcol*hleff)/2 = 57 in Vcol = 8,621 in-lb <=== Moment going to base Mbáse-eff= Minimum of Mbase-max and Mbase-v = 8,000 in-lb M 1-1= [Vcol * hleff]-Mbase-eff M 2-2= [Vcol-(F1)/2] * h2 = (303 lb * 57 in)-8000 in-lb = [303 lb - 102.2 lb]*44 in/2 = 9,243 in-lb = 5,358 in-lb Mseis= (Mupper+Mlower)/2 Beam to Column Elevation Mseis(1-1)= (9243 in-lb + 5358 in-lb)/2 Mseis(2-2)= (5358 in-lb + 2828 in-lb)/2 = 7,300 in-lb = 4,093 in-lb rho= 1.0000 - Summary of Forces LEVEL hi Axial Load Column Moment** Mseismic** Mend-fixity Mconn** Beam Connector 1 60 in 4,613 lb 9,243 in-lb 7,300 in-lb 2,133 in-lb 6,603 in-lb 3 pin OK 2 44 in 3,075 lb 5,358 in-lb 4,093 in-lb 2,133 in-lb 4,358 in-lb 3 pin OK 3 40 in 1,538 lb 2,828 in-lb 1,414 in-lb 2,133 in-lb 2,483 in-lb 3 pin OK Mconn= (Mseismic + Mendfi)ity)*0.70*rho Mconn-allow(3 Pin)= 12,691 in-lb **all moments based on limit states level loading type I select-EAL Pa3e (0 of k> 7/10/2018 Structural E ngineering & Design Inc. 1815 Wright Ave La Verne, CA 91750 Tel: 909.596.1351 Fax: 909.596.7186 By: Bob Project: Eal Green Project #: LV-070218-8 Column (Longitudinal Loads) Configuration: Type A Selective Section Properties Section: Hannibal IF3014-3x3x14ga 3.000 in Aeff = 0.643 inA2 ly = 0.749 in¼4 Kx = 1.7 I X Ix = 1.130 in A4 Sy = 0.493 in A3 Lx = 57.8 in i1f Sx= 0.753in'3 ry= 1.080 in Ky= 1.0 j 3.000 in rx = 1.326 in Qf= 1.67 Fy= 55 ksi Cmx= 0.85 Ly = 36.0 in Cb= 1.0 0.075 . E= 29,500 ksi _oJ c3-0.75 in critical ioaa cases are: iiii ec i.2 Load Case 5:: (1#0.105*Sds)D # 0.75*(1.4#0.l4Sds)*B*P # 0.75*(0.7*tho*E)<= 1.0, ASD Method axial load coeff. 0.79104375 * P seismic moment coeff. 0.5625 *Mco/ Load Case 6:: (1#0.14*Sds)1) + (0.85#0.14Sds)*B*P # (0.7"thoE)<= 1.0, ASO Method axial load coeff. 0.66973 seismic moment coeff. 0.7 * Mcol By analysis, Load case 6 governs utilizing loads as such COLUMN PL= 4,500 lb Mcol= 9,242 in-lb Sds= 0.7625 1+0.105*Sds= 1.0801 1.4+0.145ds= 1.5068 1+0.14Sds= 1.1068 0.85+0.14*Sds= 0.9568 B= 0.7000 Axial Load=Pax= 1.10675*112 lb + 0.95675*0.7*4500 lb Moment=Mx= 0.7*rhO*McoI = 3,138 lb = 0.7 * 9242 in-lb rho= 1.0000 = 6,469 in-lb Axial Analysis KxLx/rx = 1.7*57.75"/1.326" KyLy/ry = 1*36 /1.08 Fe > Fy/2 = 74.0 = 33.3 Fn= Fy(1-Fy/4Fe) = 55 ksi[1-55 frj/(4*531 ksi)] Fe= nA2E/(KL/r)rnax2 Fy/2= 27.5 ksi = 40.8 ksl = 53.lksi Pa= Pn/Qc Pn= Aeff*Fn Qc= 1.92 = 26210 lb/1.92 = 26,210 lb = 13,651 lb P/Pa= 0.23 > 0.15 Bending Analysis Check: Pax/Pa + (Cmx*Mx)/(Max*px) 1.0 P/Pao + Mx/Max 1.0 Pno= Ae*Fy Pao= Pno/Qc Myield=My= Sx*Fy = 0.643 in A2 *55000 psi = 353651b/1.92 = 0.753 in A3 * 55000 psi = 35,365 lb = 18,419 lb = 41,415 in-lb Max= My/of = 41415 in-lb/1.67 = 24,799 in-lb px= {1/[1(Qc*P/Pcr)]}A1 = {1/[1(1.92*3138 lb/34135 lb)]}A1 = 0.82 Pcr= n2EI/(KL)maxA2 = nA2*29500 ksi/(1.7*57.75 jn)A2 = 34,135 lb Combined Stresses - - - (3138 lb/13651 lb) + (0.85*6469 in-lb)/(24799 inlb*0.82) = 0.50 <1.0, OK (EQ C5-1) (3138 lb/18419 lb) + (6469 in-lb/24799 in-lb) = 0.43 <1.0, OK (EQ C5-2) "For compas-ison, total column stress computed for load case 5/s: 48.0% 7a loads 3680.663875 lb Ax/al and M= 4852 in-lb type I select-EAL Paeje 1 of \37 7/10/2018 r1.75 in Eq. B2.14 f 4.500 in Eq. B2.1-1 Beam= HMH 44140/4.5" Face x 0.075" thk Ix= 2.720 in-4 Sx= 11.1681n"3 Ycg 2.970 in t= 0.075 in OK Bend Radius=r= 0.075 in Fy=Fyv= 55.00 ksi Fu=Fuv= 65.00 ksi E= 29500 ksi Eq B2.3-2 top flange=b= 1.750 in bottom flange= 2.750 in Web depth= 4.F''Fy - _ Fi depth j (EQ A7.2-3) - Ycg 12(tens?on) yl= Ycg-t-r= 2.820 in y2= depth-Ycg= 1.530 in y3= y2-t-r= 1.380 in 1.625 in 0.075 in Struciural Engineering&Design inc. 1815 Wright Ave La Verne, CA 91750 Tel: 909.596.1351 Fax: 909.596.7186 By: Bob Project: Eal Green Project #: LV-070218-8 BEAM Configuration: Type A Selective DETERMINE ALLOWABLE MOMENT CAPACITY 2.75 In A Check comoression fiance for local bucklino (B2.1 w=c.2*t.2*r = 1.75 in - 2*0.075 in - 2*0.075 in = 1.450 in w/t= 19.33 l=lambda= [1.052/(k)A0.5] * (wit) * (Fy/E)A0.5 = [1.052/(4)AO.5] * 19.33 * (55/29500)'0.5 = 0.439 <0.673, Flange is fully effective B check web for local bucklina oer section b2.3 fl(comp)= Fy*(y3/y2)= 49.61 ksi f2(tension)= Fy*(yl/y2)= 101.37 ksi Y= f2/fl Eq. B2.3-5 = -2.043 - k= 4+ 2*(1Y)A3 + 2*(1.Y) Eq. B2.3-4 = 66.44 flat depth=w yl+y3 = 4.200 in w/t= 56 l=lambda= [1.052/(k)"0.5] * (wit) * (fl/E)AO.5 = [1.052/(66A4)AO.5] * 4.2 * (49.61/29500)"0.5 = 0.296 <0.673 be=w= 4.200 in b2= be/2 bl= be(3-Y) = 2.10 in = 0.833 bl+b2= 2.933 in > 1.38 in, Web is fully effective Determine effect of cold working on steel yield point (Eva) per section A7.2 Fya= C*Fyc + (1C)*Fy (EQ A7.2-1) Lcomer=Lc= (p/2) * (r + t/2) 0.177 in C= 2*Lc/(Lf+2*Lc) Lflange-top=Lf= 1.450 in = 0.196 in m= 0.192*(Fu/Fy) - 0.068 (EQ A7.2-4) = 0.1590 Bc= 3.69*(Fu/Fy) - 0.819*(FuiFy)A2 - 1.79 = 1.427 since fu/Fv= 1.18 < 1.2 and r/t= 1 <70K then Fyc= Bc * Fy/(R/t)Am (EQ A7.2-2) = 78.485 ksi Thus, Fya-top= 59.61 ksi (tension stress at top) Fya-bottom= Fya*Ycg/(depth -Ycg) = 115.71 ksi (tension stress at bottom) Check allowable tension stress for bottom flange Lflange-bot=Lfb= Lbottom - 2*r*2*t Cbottom=Cb= 2*Lc/(Lfb+2*Lc) = 0.126 Fy-bottom=Fyb= Cb*Fyc + (1Cb)*Fyf = 57.97 ksi Fya= (Fyatop)*(Fyb/Fya.bottom) = 29.86 ksi if F= 0.95 Then F*Mn=F*Fya*Sx=I33.13 in-k Struciural Engineering & Design Inc. 1815 Wright Ave La Verne, CA 91750 Tel: 909.596.1351 Fax: 909.596.7186 By: Bob Project: Eal Green Project # LV-070218-8 BEAM Configuration: Type A Selective RMI Section 5.2, PT II Section Beam= HMH 44140/4.5" Face x 0.075" thk Ix=Ib= 2.720 inA4 2.75 in Sx= 1.168inA3 t= 0.075 in E= 29500 ksi rio Sin 3 Fy=Fyv= 55 ksi F= 150.0 Fu=Fuv= 65 ksi L= 144 in f Fya= 59.6 ksi Beam Level= 1 1.625 In P=Product Load= 3,000 lb/pair D=Dead Load= 75 lb/pair 4.500 in 1. Check Bending Stress Allowable Loads Mcenter=F*Mn= W*L*W*Rm/8 75 in W=LRFD Load Factor= 1.2*D + 1.4*P+1.4*(0.125)*P RMI 2.2, item FOR DL2% of PL, W= 1.599 Rm= 1 - [(2*F*L)/(6*E*Ib + 3*PL)] 1 - (2*150*144 in)/[(6*29500 j*2 72 in3)+(3*150*144 in)] = 0.921 if F= 0.95 Then F*Mn=F*Fya*Sx= 66.14 in-k Thus, allowable load per beam pair=W= F*Mn*8*(# of beams)/(L*Rm*W) = 66.14 in-k * 8 * 2/(1441n * 0.921 * 1.599) = 4,991 lb/pair allowable load based on bending stress Mend= W*L*(1Rm)/8 = (499116/2) * 144 in * (1-0.921)/8 = 3,549 in-lb © 4991 lb max allowable load = 2,133 in-lb @ 3000 lb imposed product load 2. Check Deflection Stress Allowable Loads I Prd,..t j - _II_ :.: -.1 - ________ Beam Length Dmax= Dss*Rd Rd= 1 - (4*F*L)/(5*F*L+ 10*E*Ib) 0 . Allowable Deflection= 1/180 = 1- (4*150*144 in)/[(5*150* 144 in)+(10*29500 ksi*2.72 in-4)] = 0.800 in = 0.905 in Deflection at imposed Load= 0.658 in if Dmax= 1/180 Based on 4/180 Deflecdon Criteria and Dss= 5*W*LA3/(384*E*Ib) 1/180= 5*w*LA3*Rd/(384*E*Ib*# of beams) solving for W yields,---------- -- - - -. -- - - - W= 384*E*I*2/(180*5*LA2*Rd) = 384*2.72 inA4*2/[180*5*(144 in)2*0.905) = 3,649 lb/pair allowable load based on deflection limits Thus, based on the least capacity of item 1 and 2 above: F Allowable load= 3,649 lb/pair Imposed Product Load= 3,000 lb/pair IBeam Stress= 0,82 Beam at Level.! St-ructural Engineering&Design Inc. 1815 Wriaht Ave La Verne, CA 91750 Tel: 909.596.1351 Fax: 909.596.7186 BY: Bob Project: Eal Green Project #: LV0702 16-8 3 Pin Beam to Column Coflnection Type A Selective The beam end moments Shown herein show tne result of the maximum induced fixed end monents form seismic + stabc loads and me code mandated minimum value of 1.5%(DL+PL) Mconn max= (Mseismic + MendfIxity)*0.70*Rho = 6,603 in-lb Load at level 1 1/2 rho= [öib1 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 inA2 Pshear= 0.4 * Fy * Ashear = 0.4 * 55000 psi * 0.1507in"2 = 3,315 lb Bearing Capacity of Pin tcol= 0.075 in Fu= 65,000 psi Omega= 2.22 a= 2.22 Pbearing= alpha Fu " diam tcol/omega = 2.22 65000 psi * 0.438 in * 0.075 in/2.22 = 2,135 lb <3315 lb Moment Capacity of Bracket Edge Disnce=E= 1.00 in Pin Spacing= 2.0 in C= P1+P2+P3 tclip= 0.18 in = P1+P1*(2.5/4.5")+P1*(0.5/4,5) = 1.667 * Mcap= Sclip * Rending = 0.127 in A3 * 0.66 * Fy = 4,610 in-lb C*d= Mcap = 1.667 Fy= 55,000 psi Sclip= 0.127 inA3 d= E/2 = 0.50 in Pclip= Mcap/(1.667 * d) = 4610.1 in-lb/(1.667 * 0.5 in) Thus, P1= 2,135 lb = 5,531 lb Mconn-allow= [P1*4,5+P1*(2.5/4,5)*2.5°+P1*(0,5'/4.5)*0.5°] = 2135 LB*[4.5"+(2.5"/4.5)*2.5"+ (0.5/4.5°)*0.51 = 12,691 in-lb > Mconn max, OK type I select-EAL Fae of 1 3 7/10/2018 Siructural Engineering & Design Inc. 1815 Wright Ave La Verne, CA 91750 Tel: 909.596.1351 Fax: 909. 596.7186 By: Bob Project: Eal Green Project #: LV-070218-8 Transverse Brace Configuration: Type A Selective Section Properties Diagonal Member= Hannibal 1-1/2x1-1/2x169a Horizontal Member= Hannibal 1-1/2xl-1/2x16ga Area= 0.273 in A2 1.500 in , Area= 0.273 in"2 r min= 0.496 in r min= 0.496 in {I_1.500 Fy= 55,000 psi " Fy= 55,000 psi K= 1.0 111.500 In K= 1.0 1.92 ]OO _LnJ 6.250 in 4 *"0.250 Frame Dimensions Bottom Panel Height=H= 48.0 in Clear Depth=D8*2= 36.0 in Frame Depth=D= 42.0 in X Brace= NO Column Width=B= 3.0 in rho= 1.00 jLoad Case 6::(1±2JafSd,)5T(cã5'514ds)*B*P+fO.7*r/7o*&k=14A SL! IIqethod D ---- Vtransverse= 1,192 lb Vb ) Vb=Vtransv*0.7*rho= 1192 lb * 0.7 * 1 (kl/r)= (k * Ldiag)/r mm = 834 lb = (1 x 55.3 in /0.496 in Ldiag= [(DB*2)A2 + (H6')A2]*1/2 = 111.5 in Wag T = 55.3 in Fe= piA2*E/(kl/r)A2 Pmax= V*(Ldiag/D) * 0.75 I = 23,419 psi - ax —8241b I axial load on diagonal brace member Since Fe<'F3'2, 3• typ Pn= AREA*Fn Fn= Fe - B4 = 0.273 in"2 * 23419 psi = 23,419 psi Tvnical Panel = 6,393 lb Configuration Pallow= Pn/Q Check End Weld = 6393 lb /1.92 Lweld= 3.0 in = 3,330 lb Fu= 65 ksi tmin= 0.060 in Pn/Patlow= 0.25 <= 1.0 OK Weld Capacity= 0.75 * tmin * L * Fu/2.5 = 3,510 lb OK Horizontal brace Vb=Vtransv*0.7*rho= 834 lb (kI/r)= (k * Lhoriz)/r min Fe= pi¼2*E/(kl/r)2 Fy/2= 27,500 psi = (1 x 42 in) /0.496 in = 40,584 psi =84.71n Since Fe>Fy/2, FnFy*(1/4fè) Fin= AREA'Fn Pallow= Pn/Qc = 36,366 psi = 0.273mn6%2*36366 psi = 9928 lb /1.92 = 9,928 lb = 5,171 lb Pn/Pallow= 0.16 <= 1.0 OK type I select-cAL Pace of 7/10/2018 St'ructural Engineering & Design inc. 1815 Wright Ave La Verne, CA 91750 Tel: 909.596.1351 Fax: 909.596.7186 By: Bob Project: Eal Green - Project #: LV-070218-8 Single Row Frame Overturning Configuration: Type A Selective 1) RMI Sec 2.2, item 7: (0.9-0.2Sds)D + (0.90.20Sds)*B*Papp - E*rho Sds= 0.7625 Vtrans=V=E=Qe= 1,192 lb DEAD LOAD PER UPRIGHT=D= 225 lb PRODUCT LOAD PER UPRJGNT=P= 9,000 lb Papp=P*0.67= 6,030 lb Wst LC1=Wst1=(0.7475*D + 0.7475*Papp*1)= 4,675 lb Product Load Top Level, Ptop= 3,000 lb DL/Lvl= 75 lb Seismic Ovt based on E, E(Fi*hi)= 164,651 in-lb heiahtldeoth ratio= 3.4 in (0.9-0.2Sds)= 0.7475 (0.9-0.2Sds)= 0.7475 B=;000OT] rho= 1.0000 Frame Depth=Df= 42.0 in Htop-lvl=H= 144.0 in # Levels= 3 # Anchors! Base= 2 hn= 49.O in SIDE ELEVATION Fully Loaded Rack h=H+hp/2= 168.0 in Load case 1: Movt= (A*hi)*E*rho . Mst= Wstl * Df/2 T= (Movt-Mst)/Df = 164,651 in-lb = 46751 ' b *42 in/2 = (164651 in-lb - 98175 in-lb)/42 in = 98,17 in-lb = 1,583 lb Net Uplift per Column I Net Seismic Uplift= 11583 lb Top Level Loaded Only Load case 1: 0 V1=Vtop= Cs * Ip * Plop >= 350 lb for HID >6.0 Movt= [V1*h + V2 * H/2]*0.7*rho = 0.1906 * 3000 lb = 69,405 in-lb = 572 lb T= (Movt-Mst)/Df Vleff= 572 lb Critical Level= 3 = (69405 in-lb - 50624 in-lb)/42 in V2V0 Cs*Ip*D CS*Ip 0.1906 = 447 lb Net Uplift per Column =431b Mst= (0.7475*D + 0.7475*Ptop*1) * 42 in/2 = 50,624 in-lb Net Seismic Uplift= 447 lb MflCfl0F Check (2) 0.5" x 3.25" Embed HILTI TZ anchor(s) per base plate. - - - Special inspectionis required per ESR1917. " - Pullout Capacity=Tcap= Capacity=Tcap= 1,961 lb L.A. City Jurisdiction? NO Tcap*Phi= 1,961 lb Shear Capacity=Vcap= 2,517 lb Phi= 1 Vcap*Phi= 2,517 lb Fully Loaded: (791 lb/1961 lb)-1 + (298 lb/2517 lb)-1 = 0.52 <= 1.2 OK Top Level Loaded: (223 lb/1961 lb)'1 + (142 lb/2517 lb)A1 = 0.17 <= 1.2 OK type I select-CAL Pate ( Of 1 3 7/10/2018 Siructural Engineering & Design inc. 1815 Wright Ave La Verne. CA 91750 Tel: 909.596.1351 Fax: 909.596.7186 By: Bob Project: Eal Green Project #: LV-070218-8 Base Plate Configuration: Type A. Selective Section Baseplate= 8x5x3/8 Eff Width=W = 7.00 in a = 2.50 in Eff Depth=D = 5.00 in Anchor c.c. =2*a=d = 5.00 in Column Width=b = 3.00 in N=# Anchor/Base= 2 Column Depth=dc = 3.00 in L = 2.00 in Fy = 36,000 psi W Plate Thickness=t = 0.375 in Downaisle Elevation Down Aisle Loads Load Case 5:: (1#0.105*5d5)D + 0.75*[(1.4#0.14Sds)*8*P # 0.75*10.7*mo*EJ<= 1.0, ASD Method COLUMN DL= 113 lb Axial=P= 1.0800625 * 112.5 lb + 0.75 * (1.50675 * 0.7 * 4500 lb) COLUMN PL= 4,500 lb = 3,681 lb Base Moment= 8,000 in-lb Mb= Base Moment*0.75*0.7*rho 1+0.105*SdS 1.0801 = 8000 in-lb * 0.75*0.7*rho 1.4+0.14Sds 1.5068 = 4,200 in-lb B= 50 - 1 Axial Load P = 3,681 lb Mbase=Mb = 4,200 in-lb Axial stress=fa = P/A = P/(D*W) M1= wLA2/2= fa*L#2/2 = 105 psi = 210 in-lb Moment Stress=fb = M/S = 6*Mb/[(D*BA2] Moment Stress=fb2 = 2 * f * L/W = 102.9 psi = 58.8 psi Moment Stress=fbl = fb-fb2 M2= fbl*LA2)/2 = 44.1 psi = 881n-lb M3 = (1/2)*fb2*L*(2/3)*L = (1/3)*fb2*LFS2 Mtotal = M1+M2+M3 = 78 in-lb = 377 in-lb/in S-plate = (1)(tA2)/6 Fb = 0.75*Fy = 0.023 in'3/in = 27,000 psi fb/Fb = Mtotal/[(S-plate)(Fb)] Fp= 0.7*Fc = 0.60 OK = 1,750 psi OK Tanchor = (Mb(PLapp*0.75*0.46)(a))/[(d)*N/2] Tallow= 1,961 lb OK = -1,498 lb - No Tension ads ' ('J'-'" LaASO H@bW Check uplift load on I EffI Effe Pstatic= 3,681 lb Movt*0.75*0.7*rho= 86,442 in-lb Pseismic= Movt/Frame Depth Frame Depth= 42.0 in = 2,058 lb P=Pstatic+Pseismic= 5,739 lb I b =Column Depth= 3.00 in L =Base Plate Depth-Col Depth= 2.00 in fa = P/A = P/(D*W) M= wLA2/2= fa*LI\2/2 = 164 psi = 328 in-lb/in Sbase/in = (1)(t'2)/6 Fbase = 0.75*Fy = 0.023inA3/in . - --.-. 27,000i5si leck uplift forces on baseplate with 2 or more anchors per RMI 7.2.2. ien the base plate configuration consists of two anchor boils located on either side he column and a net uplift force exists, the minimum base plate thickness ill be determined based on a design bending moment in the plate equal the uplift force on one anchor times 1/2 the distance from centerline of the anchor to the nearest edge of the rack column' T Ta Mu fl 1 I b Elevation Uplift per Column= 1,582 lb Qty Anchor per BP= 2 - - - Net Tension per anchor=Ta= 791 lb c= 2.00 in fb/Fb = M/[(S-plate)(Fb)] . Mu=Moment on Baseplate due to uplift= Ta*c/2 = 0.52 OK = 791 in-lb Splate= 0.117 inA3 type I 5e1ect-EAL Page (1.- of 7/10/2018 Structural Engineering & Design Inc. 1815 Wright Ave La Verne, CA 91750 Tel: 909.596.1351 Fax: 909.596.7186 By: Bob Project: Eal Green Project #: LV-070218-8 Slab on Grade Configuration: Type A Selective slab rc slab sss !t:: :fl E.:_lab=t=6Min Cross teff= 6.0 in ""IIIIIIIJIIIJJIIIIJJJJJIIIJIIIflhIIIIJIIIIJ$lIIIJIIJJJJJJIIIIIIJIIIJlIIJIIIJIIflhIJ ------ ---- c - - - -1 Aisle i X c soil "fJ - L Down Aisle Movt= 115,256 in lb SLAB _ELEVATION ..Frame depth= 42.0 in Baseplate_ Plan _View Sds= 0.763 BasePlate 0.2*Sds= 0.153 Effec. Baseplatewidth=B= 7.00 in width=a= 3.00 in Effec. Baseplate Depth=D= 5.00 in depth=b= 3.00 in p=B/D= 1.400 midway dist face of column to edge of plate =c= 5.00 in FcAO.5= 50 Column Loads midway dist face of column to edge of plate=e= 4.00 in DEAD LOAD=D= 113 lb per column Load Case 1) (1.2+0.2Sds)D + (1.2+0.2Sds)*B*P+ rho*E RMI SEC 2.2 EQTN unlactored ASD load = 1.3525 * 113 lb + 1.3525 * 0.7 * 4500 lb + 1 * 2744 lb PRODUCT LOAD=P= 4,500 lb per column = 7,157 lb unfactoredASD load Load Case 2) (0.9-0.2Sds)D + (0.90.2Sds)*B*Papp + rho*E RMI SEC 2.2 EQTN 7 Papp= 3,015 lb per column = 0.7475 * 113 lb + 0.7475 * 0.7 * 3015 lb + 1 * 2744 lb P-seismic=E= (Movt/Frame depth) = 2,744 lb per column unfactored Limit State load B=7O00., rho= q00O Sds= 0.7625 1.2 + 0.2*Sds= 1.3525 0. 9 - 0.20Sds= 0.7475 Puncture Apunct= [(c+t)+(e+t)]*2*t = 252.0 in"2 Fpunctl= [(4/3 + 81(3*13)] * X *(pcA05) fv/Fv= Pu/(Apunct*Fpunct) = 97.1 psi . = 0.367 <1 OK Fpunct2= 2.66 * X * (F c'0.5) = 79.8 psi Fpunct eff= 79.8 psi Slab Bending Pse=DL+PL+E= 7,380 lb Asoil= (Pse*144/(fsoil) L= (Asoil)A0.5 y= (c*e)AO.5 + 2*t = 1,417 in A2 = 37.64 in = 16.5 in - x (L-y)/2 M= w*x2/2 - S-slab= 1*teffA2/6 = 10.6 in = (fsoil*x/%2)/(144*2) = 6.0 inA3 Fb= 5*(phi)*(fc)AO.5 = 291.8 in-lb fb/Fb= M/(Sslab*Fb) = 150. psi = 0.324 <1,0K type I select-EAL Page (3 of () 7/10/2018 = 4,4061b Load Case 3) 1.2*D + 1•4P = 1.2*113 lb + 1.4*4500 lb = 6,435 lb Load Case 4) 1.2*D + 1.0P + 1.OE = 7,380 lb Effective Column Load =Pu= 7,380 lb per column RMI SEC 2.2 EQTN 1,2 ACI 31011 *9.LI.te5*3 43015 Blackdeer Loop #205, Temecula, CA 92590 Phone: (951) 296-FIRE / Fax: (951) 296-3473 Email: proactive.fd@verizon.net C-16#952372 EAL Green 2350 Camino Vida Roble CAftc, Carlsbad, CA HIGH PILE STORAGE TECHNICAL REPORT June 25, 2018 Report Prepared By: Donald' Waltoii, NICET CERT#70305 C-16#952373 CBC20I8-0390 2350 CAMINO VIDA ROBLE # C EAL GREEN: HIGH PILE STORAGE RACKING 2130500900 7/18/2018 CBC20I8-0390 TABLE OF CONTENTS INTRODUCTION ..............................................................................................................3 SUMMARY TABLE............................................................................................................4 BUILDING CONSTRUCTION, DESIGN, AND OCCUPANCIES .................................5 3.1 BUILDING CONSTRUCTION & DESIGN.......................................................................5 3.2 OCCUPANCIES ..........................................................................................................5 3.3 COMMODITIES....................................................................................................................5 3.4 STORAGE ARRANGEMENT.................................................................................................5 STORAGE REQUIREMENTS ..........................................................................................6 4.1 AUTOMATIC FIRE SPRINKLER SYSTEM ..........................................................6 4.2 ALARM/MONITORING ............................................................................................... 6 4.3 BUILDING ACCESS/DOORS .......................................................................................6 4.4 SMOKE AND HEAT VENTS ............................................. ....................................... 6 CONCLUSION..................................................................................................................7 EAL Green flPro4ctive Fire Design & consultingfl 235O Camino Vida Roble Page 12 Carlsbad, CA INTRODUCTION The following is a high piled combustible storage code compliance report for EAL Green. This report does not include the office area or any hazardous materials. This report is intended to help both the owners and the fire department in expediting plan review and effectively determining the requirements necessary to meet the Fire Code. This report is based on the 2016 Edition of the California Fire Code and Building Code, and the 2016 Edition ofNFPA 13, Standardfor the Installation of Fire Sprinkler Systems. DISCLAIMER This report is the property of ProActive Fire Design and Consulting and was prepared exclusively for use by EAL Green for the storage and occupancy conditions described in this report. EAL Green conditions and operations addressed herein are based on information provided to the report by EAL Green. Discrepancies between the information presented herein and actual conditions and conditions presented on plans are the sole responsibility of EAL Green. Copies of this report retained by EAL Green shall be utilized only by EAL Green for the storage and occupancy conditions and the 2016 California Fire Code conditions and requirements addressed in this report. This report shall not be used for the purpose of construction for this project or any other project or for any other purpose. EAL Green IPro4ctive Fire Design & Consulting 2350 Camino Vida Roble P a g e 1 3 Carlsbad, CA 2. SUMMARY TABLE TOPIC CODE SECTION CRITERIA/REQUIREMENTS Construction Type Existing Building- Wood purlins framed into glu-lam beams with a plywood deck. The maximum roof height is 197-222. Square Footage High Pile Storage Area Approx. 9,900 sq. ft. Non-Public Accessible Haz/Materials N/A Not Applicable. Not part of the scope of this report. Storage Commodity NFPA Table A5.6.3 Commodities: Pumps, Motors, Metal Fans, A/C Units, Metal Cabinets All products are non-encapsulated Occupancy Classified as a Class I-IV Max Storage Height to 151-0" Commodity Class CFC Table 3206.2 Class I - IV 2,501 - 12,000 sq. ft. Nonpublic Accessible Option #1 Storage Method NFPA 3.9.3.7.1 Double Row Rack Open Shelfs w/ Minimum 9'-0" Aisles NFPA 3.9.3.7.7 Single Row Racks Open Shelfs w/ Minimum 9'-0" Aisles Automatic Sprinkler CFC Table 3206.2 Required for Class I - IV 2,501 - 12,000 sq. ft. Nonpublic Protection Accessible Option #1 Fire Detection System CFC Table 3206.2 Not Required for Class I - IV 2,501 - 12,000 sq. ft. Nonpublic Accessible Option #1 Building Access CFC Table 3206.2 Not Required for Class I - IV 2,501 - 12,000 sq. ft. Nonpublic Accessible Option #1 Smoke and Heat Removal CFC Table 3206.2 Not Required for Class I - IV 2,501 - 12,000 sq. ft. Nonpublic Accessible Option #1 EAL Green .aPro4clive Fire Design & Consulting 2350 Camino Vida Roble 'Page I 4 Carlsbad, CA 3. BUILDING CONSTRUCTION AND OCCUPANCY 3.1 BUILDING CONSTRUCTION EAL Green is tenant in a single story multi-tenant warehouse and office. The total high pile storage area is approximately 9,900 sq. ft. The building is an existing single-story concrete tilt up walls, with a plywood deck on wood purlins framed into glu lam beams with a maximum roof height of 19'-2". 3.2 OCCUPANCIES EAL Green obtains excess inventory items from other companies and handles logistics and sales. The finished products are received in the warehouse and stored on racks for shipping and distribution. 3.3 COMMODITIES The primary commodities are a mixture of mechanical items including AC Units, heavy duty metal fans, pumps, motors, tool boxes, metal cabinets. All commodities are non - encapsulated and classified as a Class I - IV and can vary at any time. The protection requirements will be based on a Class IV Commodity. 3.4 STORAGE ARRANGMENT Area: 9,900 square feet Commodities: Combination of Class I - IV Method: Double Row Racks as defined by NFPA 3.9.3.7.1 Single Row Racks as defined by NFPA 3.9.3.7.7 Aisles: Minimum 9'-0" Shelves: Open Shelves Flue Spaces: CFC Table 3208.3 Storage 25' Option #1 3" transverse flue spaces are required for single row racks. No longitudinal flue spaces are required for single row racks 6" transverse flue spaces are required for double row racks No longitudinal flue spaces are required for double row racks NFPA 13 Section 16.1.10 Flue Space Requirements: Section 16.1.10.1 No longitudinal flue space is required for single and double row racks Section 16.1.10.2 Nominal 6" transverse flue spaces between loads and at rack uprights are required for single and double row racks. 6" transverse flue spaces shall be provided as required for each rack. Stickers shall b placed on the racks to indicate required flue space locations Storage Height: The proposed maximum storage height for Class IV is 15'-O". I EAL Green OPro4ctive Fire Design & Gonsultingfl 2350 Camino Vida Roble P a ge 1 5 Carlsbad, CA 4. STORAGE REQUIREMENTS 4.1 AUTOMATIC FIRE SPRINKLER SYSTEM The existing system is supplied through a single 6" riser and a wet pipe grid system. The existing sprinklers are 17/32" K-8.0 2860 upright sprinklers spaced at approximately 100 square feet. The hydraulic data card indicates that the system is designed for .45 / 2016 with 949.11 gpm @ 76.0 psi required at the base of the riser. The riser gauge indicated 105 psi. Storage Area Ceiling Sprinkler Design Class IV Rack Storage up to 20'4" Non-Encapsulated 91-0" Aisles: Protection Criteria: Table 16.2.1.3.2 Over 12' up to 20' of storage Figure 16.2.1.3.2(d) Curve E .495 / 2000 Apply Figure 16.2.1.3.4.1 for 15' Storage Density adjusted 60% to .297 / 2000 Hose Allowance: 500 gpm combined inside and outside per Table 12.8.6 The existing system design exceeds this design criteria. 4.2 FIRE DETECTION Per Table 3206.2 Fire Detection is Not Required for Class I - IV 2,501 - 12,000 sq. ft. Nonpublic Accessible Option #1. CFC 903.4, all valves and risers have existing monitoring and meet this standard and shall remain. 4.3 BUILDING ACCESS/DOORS Per Table 3206.2 Building access is Not Required for Class I - IV 2,501 - 12,000 sq. ft. Nonpublic Accessible Option #1. The building has existing access doors that will remain as is. 4.4 SMOKE AND HEAT VENTS Per Table 3206.2 Smoke and heat vents are Not Required for Class I - IV 2,501 - 12,000 sq. ft. Nonpublic Accessible Option #1. There are no existing smoke vents none will be added. EAL Green fl'ProActive Fire Design & Consultingft 2350 Camino Vida Roble Pa ge 16 Carlsbad, CA 5. CONCLUSION Based on the existing fire protection system and the building features that meet the remaining requirements of CFC Chapter 32 no additional work should be required. Please feel free to call with any questions. EAL Green fflPro4ctive.Fire Design & Consultingfl 235O Camino Vida Roble Page 1 7 Carlsbad, CA High Pile Storage (HPS) Required Information The following information shall be completed and copied onto the HPS plans: Commodity Classification: 0 I 0 II 0 III EEJ IV 0 High Hazard 0 Group A plastic Commodity detailed description: PUMPS. MOTORS. METAL FANS3 AC TITNITS MPTAT. CAR1NPT TflflL 1 OXS For Group A Plastics where the commodity classification Is not High Hazard complete the following: Expanded plastic: Percent by volume:_%. Percent by weight:% Non-expanded plastic: Percent by weight:% Packaging consist of: Cartoned U Free flowing 0 Non-expanding 0 Encapsulated 0 Non-encapsulated DOther The maximum storage height (solid pile rack 15'-0" ) The following storage methods are employed at this facility (mark all that apply): []Solid pile storage OPailetized ISIngle row rack lDouble row rack OMulti-row rack []Other Rack storage shelf: 0 N/A 0 Load beam only [29 Wire mesh DWood slates 0 Plywood 0 Other (Describe): The area designated in the building and used for high piled storage Is 9,900 square feet. CLASS IV commodity, 9,900 sq ft. CLASS commodity, __________ sq ft. CLASS commodity, sq ft. Smoke vents required No 0 Yes Fusible link degree F. O Draft Curtains Required? 0 Yes UNO The overhead fire sprinkler system utilizes the following heads: ESFR: K at PSI with ______F° heads [Standard Coverage Heads: K 8.0 0 Pendant [3 Upright 286 degree with a density of .45 gpm over 2016 square feet spaced at a maximum of 100 square feet per fire sprinkler. NFPA 13 Design Table: 16.2.13.2 Curve: E Minimum distance between top of storage and sprinkler deflector: 4' Feet In-rack sprinklers required 0 Yes EI No 0 There Is/are _________level(s) of in-rack fire sprinkler protection. Aisle width: 9'-0" feet Fire access doors required? 0 Yes (Maximum distance of 100 lineal feet) E3No Flue spaces required? [Yes ONo II Flue space between racks shall be maintained a minimum of: Transverse 6 clear. 0 Must be vertically aligned (for storage >25') Longitudinal 0 clear Column protection required? 0 Yes l3No Pallet Stops Required? []Yes 13No Longitudinal pallet stop configuration: Chain Link 0 Roll Form 0 "C" Channel 0 Other:____________________ Transverse Flue Pallet Stop configuration: Mechanical meansffiue keepers, etc.) (3 Load beam markings "Keep Clear" Hand Stack? 0 No 0 Yes # of tiers: Chain link required 0 No 0 Yes SAN DIEGO REGIONAL I IRECORD OFFICE USE ONLY HAZARDOUS MATERIALS IPLAN ID#____________________________ CHECK #__________________ QUESTIONNAIRE I BP DATE I Business Name Business Contact Telephone # EAL Green James Wynn 224-440-6755 I Project Address (include suite) City State Zip Code I APN# I 2350 Camino Vida Roble Cyk, C Carlsbad CA 92010 I 213-050-0900 Mailing Address (include suite) City State Zip Code Plan File# P0 Box 3021 Glen Ellyn IL 60138 I Project Contact Applicant E-mail Telephone # James Wynn james.wynnealgreen.org 224-440-6755 me Touowing questions represent the facility's activities, MUi me specific project uescrupuun. PART I: FIRE DEPARTMENT - HAZARDOUS MATERIALS DIVISION: OCCUPANCY CLASSIFICATION: (not required for aroiects within the City of San Diego): Indicate by circling the item, whether your business will use, process, or store any of the following hazardous materials. If any of the items are circled, applicant must contact the Fire Protection Agency with jurisdiction prior to plan submittal. Occupancy Rating: Facility's Square Footage (including proposed project): Explosive or Blasting Agents 5. Organic Peroxides 9. Water Reactives • 13. Corrosives Compressed Gases 6. Oxidizers 10. Cryogenics ards Flammable/Combustible Liquids 7. Pyrophoiics 11. Highly Toxic or Toxic Matena 15. None of These. ,) Flammable Solids 8. Unstable Reactives 12. Radioactives questions is yes, applicant must contact the County of San Diego Hazardous Materials Division, 5500 Overland Avenue, Suite 110, 5 Call (858) 505-6700 prior to the issuance of a building permit. FEES ARE REQUIRED Project Completion Date: Expected Date of Occupancy: YES NO (for new construction or remodeling projects) 0 Is your business listed on the reverse side of this form? (check all that apply). 0 ,i Will your business dispose of Hazardous Substances or Medical Waste in any amount? 0 'tF Will your business store or handle Hazardous Substances in quantities greater than or equal to 55 gallons. 500 () pounds and/or 200 cubic feet? 0 , Will your business store or handle carcinogens/reproductive toxins in any quantity? 0 Will your business use an existing or install an underground storage tank? 0 Will your business store or handle Regulated Substances (CalARP)? 0 Will your business use or install a Hazardous Waste Tank System (Title 22, Article 10)? B. 0 ) Will your business store petroleum in tanks or containers at your facility with a total facility storage capacity equal to or greater than 1.320 gallons? (California's Aboveground Petroleum Storage Act). If the answer to any of the Diego, CA 92123. CalARP Exempt Date Initials CalARP Required Date Initials CaIARP Complete Date Initials PART Ill: SAN DIEGO COUNTY AIR POLLUTION CONTROL DISTRICT (APCD): The following questions are intended to identify the majority of air pollution issues at the planning stage. Your project may require additional measures not identified by these questions. Some residential projects may be exempt from APCD requirements. For more comprehensive requirements, please contact APCD at apcdcomolsdcountv.ca.aov; (858) 586-2650; or 10124 Old Grove Road, San Diego, CA 92131. YES .,NQ 0 l Will the project disturb 100 square feet or more of existing building materials? 0 1 Will any load supporting structural members be removed? If yes, contact APCD prior to issuance of a building or demolition permit. A notification may be required at least 10 working days prior to commencing demolition. 0 0 (ANSWER ONLY IF QUESTION I or 2 IS YES) Has an asbestos survey been performed by an individual that has passed an EPA-approved building inspector course? 0 0 (ANSWER ONLY IF QUESTION I or 2 IS YES) Based on the survey results, will the project disturb any asbestos containing material? If yes, contact APCD prior to the issuance of a building or demolition permit. A notification may be required at least 10 working days prior to commencing asbestos removal. 0 Will the project or associated construction equipment emit air contaminants? See the reverse side of this form for typical equipment requiring an APCD permit. If yes, contact APCD prior to the issuance of a building permit. 0 0 (ANSWER ONLY IF QUESTION 5 IS YES) Will the project or associated construction equipment be located within 1,000 feet of a school boundary? Briefly describe business activities: I Briefly describe proposeprojpct: n 4çi m Ii4j(ho,J ct JtC@J 141 under penalty of pequryhat to the best of my knowledge and beliaf the respon 11 ______ mn are true and correct. /7 / FOR OFf ICAL USE ONLY: FIRE DEPARTMENT OCCUPANCY CLASSIFICATION:__________________________________________________________________ BY: DATE: EXEMPT OR NO FURTHER INFORMATION REQUIRED RELEASED FOR BUILDING PERMIT BUT NOT FOR OCCUPANCY RELEASED FOR OCCUPANCY COUNTY-HMD APCD COUNTV.HMD APCD COUNTV.HMD APCD - / A stamp in this box only exempts businesses trom completing or upoaung a iiazaraous Materials business man. vuier permitting requirements may still apply HM-9171 (12/17) County of San Diego - DEH -Hazardous Materials Division