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Home My WebLink About2463 IMPALA DR; ; CB151531; PermitCity of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 06-17-2015 Commercial/Industrial Permit Permit No: CB151531 Building Inspection Request Line (760) 602-2725 Job Address: 2463 IMPALA DR CBAD Permit Type: TI Sub Type: INDUST Status: ISSUED Parcel No: 2090411500 Lot #: 0 Applied: 05/20/2015 Valuation: $5,300.00 Construction Type: NEW Entered By: JMA Occupancy Group: Reference # Plan Approved: 06/17/2015 Issued: 06/17/2015 Inspect Area Project Title: ULTURA WATER: INSTALL PALLET Plan Check #: RACKS Applicant: Owner: WAREHOUSE SOLUTIONS INC R I F III -IMPALA L L C P.O. BOX 60727 11620 WILSHIRE BLVD #300 SAN DIEGO CA 92166 LOS ANGELES CA 90025 619-873-4410 Building Permit $78.91 Meter Size Add'I Building Permit Fee $0.00 Add'I Red. Water Con. Fee $0.00 Plan Check $55.24 Meter Fee $0.00 Add'I Building Permit Fee $0.00 SDCWA Fee $0.00 Plan Check Discount $0.00 CFD Payoff Fee $0.00 Strong Motion Fee $1.48 PFF (3105540) $0.00 Park Fee $0.00 PFF (4305540) $0.00 LFM Fee $0.00 License Tax (3104193) $0.00 Bridge Fee $0.00 License Tax (4304193) $0.00 BTD #2 Fee $0.00 Traffic Impact Fee (3105541) $0.00 BTD #3 Fee $0.00 Traffic Impact Fee (4305541) $0.00 Renewal Fee $0.00 PLUMBING TOTAL $0.00 Add'I Renewal Fee $0.00 ELECTRICAL TOTAL $0.00 Other Building Fee $0.00 MECHANICAL TOTAL $0.00 Pot. Water Con. Fee $0.00 Master Drainage Fee $0.00 Meter Size Sewer Fee $0.00 Add'I Pot. Water Con. Fee $0.00 Redev Parking Fee $0.00 Red. Water Con. Fee $0.00 Additional Fees $0.00 Green Bldg Stands (SB1473) Fee $1.00 HMP Fee 9? Fire Expedidted Plan Review $0.00 Green Bldg Standards Plan Chk ?? TOTAL PERMIT FEES $136.63 Total Fees: $136.63 TotO if Payments To Date: $136.63 Balance Due: $0.00 FINAL A PR VALE L Inspector:44Z�-Date: 1!5 Clearance: NOTICE: Please take NgrICE t at approval of your, project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions." ou 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 THE FOLLOWING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE: I IPLANNING DENGINEERING (_,.,jBUILDING :.;FIRE HEALTH HAZMAT!APCD " Building Permit Application 1635 Faraday Ave., Carlsbad, CA 92008 Plan Check No. � ( S - 1s3� Est. Value Ph:760-602-2719 Fax:760-602-8558 Cad= email: building@carlsbadca.gov Plan Ck. Deposit Date S /f www.carisbadca.gov JOB ADDRESS 2463 Impala Drive SUI7EN/SPACE#/UNITN APN 661 - 312 - 139 - 4 CONSTR. TYPE OCC. GROUP CT/PROJECT # LOT # PHASE: # # OF UNITS It BEDROOMS # BATHROOMS TENANT BUSINESS NAME/��/.��1* _. _ DESCRIPTION OF WORK: Include Square Feet of Affected Areas) -- Installation of Pallet Storage Racking EXISTING USE PROPOSED USE GARAGE (SF) PATIOS (SF) DECKS (SF) FIREPLACE AIR CONDITIONING YES❑p NO[::] YES F-1NO ❑ IFIRESPRINKLERS YES[:] NO[:] APPLICANT NAME Primary Contact Warehouse Solutions Inc. PROPERTYOWNER NAME RIF III, Impala LLC ADDRESS ADDRESS 12562 Highway 67 11620 Wilshire Blvd, Ste.1000 CITY STATE ZIP Lakeside CA 92040 CITY STATE ZIP Los Angeles CA 90025 PHONE FAX PHONE FAX 619-873-4410 619-449-1710 EMAIL EMAIL anitathornton(aD.warehouslesolutions.com DESIGN PROFESSIONAL CONTRACTOR BUS. NAME Warehouse Solutions Inc. ADDRESS ADDRESS 12562 Highway 67 CITY STATE ZIP CITY STATE ZIP Lakeside CA 92040 PHONE FAX PHONE FAX 619-873-4410 619-449.1710 EMAIL EMAIL anitathorntonOwarehousesolutions.com STATE LIC. # STATE UC.# CLASS CITY BUS. LIC.# 918115 I C611D24 1 1226177 koG r uoi. oumunss ., iu nuiessiuns wue: miry ucy or Lounty wmcn requires a permit to construct, alter, Improve, demolish or repair anyy 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 hereby affirm under penafty of perjury one of the following declarations: ❑ 1 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. ❑✓ 1 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. State Compensation Insurance Fund Policy No. 9092900.2014 Expiration Date Th'section need not be completed If the permit is for one hundred dollars ($100) or less. 3 t t/� 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' Compens lion L s o California. WARNING: Failure to sec4re workers' compensation rage is unlawful, 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, m as roved r' o S n 3706 of the Labor code, interest and attomey's fees. .eS CONTRACTOR SIGNATURE \ \ v AGENT DATE S /ZO/I S 1 hereby affirm that 1 am exempt from Contractor's License Law for Me 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 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 impmves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). 1 am exempt under Section Business and Professions Code for this reason: 1. 1 personally plan to provide the major labor and materials for construction of the proposed property improvement. ❑Yes ❑No 2. 1(have / have not) signed an application for a building permit for the proposed work. 3. 1 have contracted with the following person (firm) to provide the proposed construction (indtde name address / phone I 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 / phone I contractors' license number): 5. 1 will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone / type of work): )KPROPERTY OWNER SIGNATURE ❑AGENT DATE Is the applicant or future building occupant required to submit a business pfan, 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 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. 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 N/A Lender's Address I certifythatl have read theapplication and stateMtheabove infamlation is correctandthatthe information onthe plans isaccurate. I agreemcomplyMth all City ordinances and State laws relatingm building construction 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 5'0' deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the Bui ng Official under the provisions of IN Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit or if thlbuuVing or work authorized by such id is suspended or abandoned at any time after the work is commenced for a period of 180 days (Section 106.4.4 Uniform Building Cade). At�APPLICANVS SIGNATURE DATE s , .' 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 buildinQ0carlsbadcalaw or Mail the completed form to City of Cadsbad, Building Division 1635 Faraday Avenue, Carlsbad, California 92008. r0#: (Office Use Only) CONTACT NAME OCCUPANT NAME ADDRESS BUILDING ADDRESS CITY STATE ZIP CITY STATE ZIP Carlsbad CA PHONE FAX EMAIL OCCUPANT'S BUS. LIC. No. DELIVERY OPTIONS PICK UP: CONTACT (Listed above) OCCUPANT (Listed above) CONTRACTOR (On Pg.1) ASSOCIATED CB# MAIL T0: CONTACT (Listed above) OCCUPANT (Listed above) CONTRACTOR (On Pg. 1) NO CHANGE IN USE / NO CONSTRUCTION MAIL / FAX TO OTHER: _ CHANGE OF USE / NO CONSTRUCTION A5APPLICANT'S SIGNATURE DATE Inspection List Permit#: CE151531 Date Inspection Item 08/04/2015 89 Final Combo 07/31/2015 89 Final Combo 07/28/2015 89 Final Combo Type: TI INDUST ULTURA WATER: INSTALL PALLET RACKS Inspector Act Comments PY AP PY NR PY CA Thursday, November 19, 2015 Page 1 of 1 CITY OF CARLSBAD INSPECTION RECORD Building Division 0 INSPECTION RECORD CARD WITH APPROVED PLANS MUST BE KEPT ON THE JOB 2 CALL BEFORE 300 pm FOR NEXT WORK DAY INSPECTION Z FOR BUILDING INSPECTION CALL: 760-602-2725 OR GO TO: www.Carlsbadca.goy/Building AND CLICK ON "Request Inspect!5!rr" DATE: b," , 11, ( & CR151531 2463 IMPALA DR ULTURA WATER: INSTALL PALLET RACKS TI INDUST Loft WAREHOUSE SOLUTIONS INC Y IF "YES" IS CHECKED BELOW THAT DIVISION'S APPROVAL IS REQUIRED PRIOR TO IF YOU HAVE ANY QUESTIONS PLEASE CALL THE APPLICABLE DIVISIONS AT THE ALL REQUIRED APPROVALS ARE SIGNED OFF— FAX TO 760.602-8560, EMAIL BRING IN A COPY OF THIS CARD TO: 1635 FARADAY AVE., CARLSBAD, CA 92008. AT 760-602-2700 BETWEEN 7:30 AM — 8:00 AM THE DAY OF YOUR INSPECTION. Required Prior to Requesting Building Final If Checked YES ®_Planning/Landscape REQUESTING PHONE NUMBERS TO BLDGINSPECTIONS@CARLSBADCA.GOV BUILDING A FINAL BUILDING INSPECTION. PROVIDED BELOW. AFTER OR INSPECTORS CAN BE REACHED 760-944-8463 Allow 48 hours Fire Prevention 760-602-4660 Allow 48 hours type or inspection Tvae of Inspection BUILDINGDate #it FOUNDATION Inspector Date #31 ❑ ELECTRIC UNDERGROUND ❑ UFER Inspector #12 REINFORCED STEEL #34 ROUGH ELECTRIC #66 MASONRY PRE GROUT #33 ❑ ELECTRIC SERVICE ❑ TEMPORARY ❑ GROUT ❑ WALLDRAINS #35 PHOTOVOLTAIC #10 TILT PANELS #39 FINAL #11 POUR STRIPS #11 COLUMN FOOTINGS #41 UNDERGROUND DUCTS & PIPING #14 SUBFRAME ❑ FLOOR ❑ CEILING #44 ❑ DUCT& PLENUM ❑ REF. PIPING #15 ROOFSHEATHING #43 HEAT -AIR COND. SYSTEMS #13 EXT. SHEAR PANELS #49 FINAL #16 INSULATION . _ . • #18 EXTERIOR LATH #81 UNDERGROUND (11,12,21,31) #17 INTERIOR LATH & DRYWALL #82 DRYWALL,EXT LATH, GAS TES (17,18,23) #51 POOL EXCA/STEEL/BOND/ FENCE #83 ROOF SHEATING, EXT SHEAR (13,15) #55 PR EPLASTER/ FINAL #84 FRAME ROUGH COMBO (14,24,34,44) #19 FINAL #85 T-Bar (14,24,34,44) CODE0 PLUMBING #22 ❑ SEWER & BL/CO ❑ PL/CO Date Inspector #89 FINAL OCCUPANCY (19,29,39,49) FIRE Date Inspector #21 UNDERGROUND ❑WASTE ❑ WTR #24 TOP OUT ❑ WASTE ❑ WTR A/S UNDERGROUND VISUAL #27 TUB & SHOWER PAN A/S UNDERGROUND HYDRO #23 ❑ GAS TEST ❑ GAS PIPING A/S UNDERGROUND FLUSH #25 WATER HEATER A/S OVERHEAD VISUAL / #28 SOLAR WATER A/S OVERHEAD HYDROSTATIC #29 FINAL A/S FINAL CoDE# STORM WATER F/A ROUGH -IN #600 PRE -CONSTRUCTION MEETING F/A FINAL #603 FOLLOW UP INSPECTION FIXED EXTINGUISHING SYSTEM ROUGH -IN #605 NOTICE TO CLEAN FIXED EXTING SYSTEM HYDROSTATIC TEST #607 WRITTEN WARNING FIXED EXTINGUISHING SYSTEM FINAL #609 NOTICE OFVIOLATION MEDICAL GAS PRESSURETEST #610 VERBAL WARNING MEDICAL GAS FINAL REV 10/2012 SEE BACK FOR SPECIAL NOTES 0 __000*, P.O. Box 2450 Alpine, CA 91903 Phone 619-540-0612 Fax 619-445-5889 Inspection & Material Testing 1�� DATE COVERING WORK PERFORMED REQUIRING APPROVAL BY THE SPECIAL INSPECTOR OF: ❑ Reinforced Concrete ❑ Reinforced Masonry ❑ Struct. Steel Assembly (One inspection per Report) ❑ Pre -Stressed Concrete ❑ Fireproofing Other:-S Project Name: / Project No: Perm' Application No: Plan File No: Project 5treetAddress \� �� L J Jurisdiction /�L5 role an pec cats s d e & Date evilslon Architect Engineer General Contractor L ",- .1�;•r , r_ Contractor Doing Reported Work - ..�• �j CODE DESCRIPTIONS OF WORK INSPECTED, TEST SAMPLES TAKEN, WORK REJECTED, JOB PROBLEMS, PROGRESS, REMARKS, ETC. INCLUDES INFORMATION ABOUT - AMOUNTS OF MATERIAL PLACED OR WORK PERFORMED: NUMBER, TYPE, & IDENTIFICATION NUMBERS OF TEST SAMPLES 4-' / - S f c1 C IGJy`-� e:,. _ Q� .r •-7:_i- 077 2 . 1 TIME ON SITE TIME OFF SITE REG. HOURS O.T. HOURS # OF TEST SPECIMENS NaRLLLLeggiistered Inspector (Print) JOB SITE CONTACT IS ASKED TO SIGN TO VERI N CTION HO S ONLY. THE CONTENT OF THIS REPORT AND FEE CHARG AR THE RESPONSI ILITY OF HERS. Signature: O er ; Authorize Job Site C tact Signature of Registered Inspector Date of Report Registered Number CERTIFICATE OF COMPLIANCE TO THE BEST OF MY KNOWLEDGE, THE ABOVE REPORTED WORK, UNLESS OTHERWISE NOTED, IS IN CONFORMANCE WITH THE APPROVED PLANS AND SPECIFICATIONS AND THE APPLICABLE WORKMANSHIP PROVISIONS OF THE GOVERNING STANDARDS. EsGil Corporation In Partnership with Government for Building Safety DATE: 5/29/2015 JURISDICTION: City of Carlsbad PLAN CHECK NO.: 15-1531 SET: I PROJECT ADDRESS: 2463 Impala Dr. PROJECT NAME: Storage Racks for Ultura Water ❑ APPLICANT ❑ JURIS. ❑ PLAN REVIEWER ❑ FILE ❑ The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. ® The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. ❑ The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. ❑ The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. ❑ The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. ❑ The applicant's copy of the check list has been sent to: ❑ EsGil Corporation staff did not advise the applicant that the plan check has been completed. ❑ EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: ) Email: Mail Telephone Fax In Person ❑ REMARKS: 1. Fire Department ap Tea'&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 Corporation ❑ GA ❑ EJ ❑ NIB ❑ PC 5/21 9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576 City of Carlsbad 15-1531 5/29/2015 [DO NOT PAY— THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PLAN CHECK NO.: 15-1531 PREPARED BY: David Yao DATE: 5/29/2015 BUILDING ADDRESS: 24-63 Impala Dr. BUILDING OCCUPANCY: BUILDING PORTION AREA ( Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) racks per city 5,300 Air Conditioning Fire Sprinklers TOTAL VALUE j 5,300 Jurisdiction Code Icb IBy Ordinance Bldg. Permit Fee by Ordinance Plan Check Fee by Ordinance W Type of Review: 7, 1 Complete Review ❑ Repetitive Fee i Repeats ❑ Structural Only ❑ Other Hourly Hr. @ " E❑sGil Fee $79.11 $51.42 Comments: Sheet 1 of 1 macvalue.doc + Al ' CITY OF CARLSBAD PLAN CHECK REVIEW TRANSMITTAL DATE:05/20/2015 PROJECT NAME: RACK WORK PLAN CHECK NO: 1 .SET#: 1 ADDRESS: 2463 IMPALA DRIVE VALUATION: $5,300 Community & Economic Development Department 1635 Faraday Avenue Carlsbad CA 92008 www.carlsbadca.gov PROJECT ID: CB151531 APN: 661-312-139-04 This plan check review is complete and has been APPROVED by the ENGINEERING Division. By: VALRAY NELSON A Final Inspection by the ENGINEERING Division is required Yes , No This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to: ANITATHORNTON@WAREHOUSESOLUTIONS.COM ron-! orie olp nnore gig` r, ivisiof) a li af.'d ,4',,elow prova/ 'nl the e qqn£,p �e i,e ,.Li1rei,JP %1✓ to fh"i xu Ccle p�"�p' j� gpg f • '¢[gyp g 'y p.� For questions or clarifications on the attached checklist please contact the following reviewer as marked: PLANNING ENGINEERING FIRE PREVENTION 760-602-4610 760-602-2750 760-602-4665 Chris Sexton Kathleen Lawrence Greg Ryan 760-602-4624 760-602-2741 760-602-4663 Chris.5exton@carlsbadca.goy Kathleen.Lawrence@carlsbadca. ov Gret;or�Ryan@carlsbadca.gov Gina Ruiz Linda Ontiveros Cindy Wong 760-602-4675 760-602-2773 760-602-4662 Gina. Ruiz@carlsbadca.eov Linda.0ntiveros@carlsbadca eov Cynthia.Won @carlsbadca.yov 1/0 ValRay Marshall 760-602-2773 Dominic Fieri 760-602-4664 tialRay.Marshal6carlsbadca.gov dca. Dominic.Fieri@carlsbaov —�— Remarks: BUILDING PLADevelopment Services NCHECK Land Development Engineering C I F CHECKLIST 1635 Faraday Avenue J Y 0 CARLSBAD QUICK-CHECK/APPROVAL 760-602-2750 www.carlsbadca.gov ENGINEERING Plan Check for C13151531 Project Address: 2463 IMPALA DRIVE Project Description: STORAGE RACK INSTALLATION ENGINEERING Contact: VALRAY NELSON Phone: 760-602-2741 RESIDENTIAL INTERIOR RESIDENTIAL ADDITION MINOR (<$20,000.00) CARLSBAD PREMIER OUTLETS OTHER: GYM Valuation: $5,300 Email: VALRAY, MARSHALL CcOCARLSBADCA, GOV Fax: 760-602-1052 V TENANTIMPROVEMENT PLAZA CAMINO REAL COMPLETE OFFICE BUILDING r , , — , , — * , — , , — , , — * , — , * — * , OFFICIAL USE ONLY - - — - - — - - — - - — - - — - - — - - I ENGINEERING AUTHORIZATION TO ISSUE BUILDING PERMIT BY: VALRAY NELSON DATE:05/2012015 REMARKS: STORAGE RACK INSTALLATION, NO FEES INSTALLED. Notification of Engineering APPROVAL has been sent to ANITATHC)RNTON@WAREHO(JSESOLUTIONS.COM via VALRAYBAIRSHALL@CARLSBADCA.GOV on 05/20/2015 E-36 Page 1 of 1 REV 4/3 0/11 r Fee Calculation Worksheet ENGINEERING DIVISION Prepared by: Date: 05120/2015 GEO DATA: LFMZ: I B&T: Address: 2463 IMPALA DRIVE Bldg. Permit #: CB1 1531 Fees Update by: Date: 05/2012015 Fees Update by: Date: 05I201201 EDU CALCULATIONS: List types and square footages for all uses. Types of Use: Sq.Ft./Units EDU's: Types of Use: Sq.Ft./Units EDU's: Types of Use: Sq.Ft./Units EDU's: Types of Use: Sq.Ft./Units EDU's: ADT CALCULATIONS: List types and square footages for all uses. Types of Use: Sq.Ft,/Units ADT's: Types of Use: Sq.Ft./Units ADT's: Types of Use: Sq.Ft./Units ADT's: Types of Use: Sq.Ft./Units ADT's: FEES REQUIRED: Within CFD: YES (no bridge & thoroughfare fee in District #1, reduces Traffic Impact Fee) 1. PARK -IN -LIEU FEE: NW QUADRANT / NE QUADRANT SE QUADARANT ADT'S/UNITS: X FEE/ADT: =$ 23RAFFIC IMPACT FEE: ADT'S/UNITS: I X FEE/ADT: =$ 3. BRIDGE & THOROUGHFARE FEE: DIST. #1 DIST.#2 ADT'S/UNITS: FEE/ADT: =$ 4. FACILITIES MANAGEMENT FEE ZONE: ADT'S/UNITS: X FEE/SQ.FT./UNIT: I =� 5. SEWER FEE EDU's BENEFIT AREA: EDU's 6. DRAINAGE FEES: ACRES: 7, POTABLE WATER FEES: UNITS I CODE X FEE/EDU: I =$ X FEE/EDU: I =$ PLDA: HIGH MEDIUM X FEE/AC: I =$ NO SW QUADRANT 1-1 DIST.#3 LOW CONN. FEE I METER FEE I SDCWA FEE TOTAL INS PLANNING DIVISION Development Services X BUILDING PLAN CHECK Planning Division �p REVIEW CHECKLIST 1635 Faraday Avenue CAR LS /► D P-28 (760) 602 4610 [�f-"� www.carlsbadca.eov DATE: 5-21-15 PROJECT NAME: PROJECT ID: PLAN CHECK NO: CB 1.5-1531 SET#: 1 ADDRESS: 2463 Impala Dr APN: Z 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 ❑ Yes E] 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. [] 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: anitathornton@warehousingsolutions.com For questions or clarifications on the attached checklist please contact the following reviewer as marked: l.VV-QVL"FQ1V !VV-VVL'LI UV ... '•-:-�VVZ7�/G�TVVJ _ - ._;-. Chris Sexton Chris Glassen I i Greg Phan 760-602-4624 +'60-602-2784 760-602-4663 Chris.Sexton@carlsbadca.gov c v Grc gcart',€ vaar zcarlsba ca,.gov Gina Ruiz ValRay Marshall L Cindy Wong 760-602-4675 760-602-2741 760-602-4662 Gina.Ruiz@carlsbadca.gov Vr�IRay jar ,ha11r carlsbad a, ov Q i th _ldrar g` rlsb ca. ov �- Linda Ontiveros �_j Dominic Fieri 760-602-2 7 73 a 60-602-4664 l_s��ci .ear c t t,r, )E:I k do i. go, t�cjmiilli .Fie,4 i 7�c arisbadca. o_v Remarks: pallet storage racking PLAN CHECK REVIEW TRANSMITT . DATE: 6-4-15 PROJECT NAME: Ultura Water PLAN CHECK NO: CB151531 PROJECT ID: Community & Economic Development Department 1635 Faraday Avenue Carlsbad CA 92008 www.carlsbadca.gov SET#: 1 ADDRESS: 2463 Impala Dr. APN: Z This plan check review is complete and has been APPROVED by the Fire Division. By: D. Fier! A Final Inspection by the Fire Division is required ❑ Yes ® No This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to: 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: [� Chris Sexton 760-602-4624 Chris.Sexton@carisbadca.gov Gina Ruiz 760-602-4675 Gina.Ruiz@carlsbadca.gov Remarks: Kathleen Lawrence 760-602-2741 Kathleen.Lawrence@carlsbadca.gov [] Linda Ontiveros 760-602-2773 Li nda.Ontiveros@ca rlsbadca.:sov Greg Ryan 760-602-4663 Gregory.Ryan@carisbadca.gov Cindy Wong 760-602-4662 Cynthia.Wong@carisbadca.gov Dominic Fieri 760-602-4664 Dominic.Fieri@car[sbadca.gov Carlsbad Fire Department Plan Review Requirements Category: TI , INDUST Date of Report: 06-04-2015 Name: Address: Permit #: CB151531 WAREHOUSE SOLUTIONS INC P.O. BOX 60727 SAN DIEGO CA 92166 Job Name: ULTURA WATER: INSTALL PALLET Job Address: 2463 IMPALA DR CBAD Reviewed by: INCOMPLETE I he_item you have submi d'for review is inco ete: At this timi_; this of ---adequately conduct a°Keview to determine compliance with the applica codes`ard/or star dards carefully all comments a ached. Please resubmit tlie� necessary plans and r specific�fii s, fivith to this office for review n approval. . , .j Conditions: Cond: CON0008320 [MET] ` APPROVED: . face ca . t 1 Pl~ease r view charier "c uded", 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. Entry: 06/04/2015 By: df Action: AP Structural Concepts E RECEIVED MAY 2 0 701 :I (Y OF CARLSBAL UILDING DIVISION Engineering 1615 Yeager Ave La Verne, CA. 91750 Tel:909.596.1351 Fax:909.596.7186 e-mail: mail@sceinc.net Project Name : ULTURA Project Number : 0-112014-4LV Date : 11 /24/ 14 Street Address : 2463 IMPALA DR City/State : CARLSBAD CA 92010 Scope of Work : SELECTIVE RACK DEC 0 2 2014 C� ('Fi1S• I �,31 tructurai Concepts ngineering 1200 N. Jefferson Este Ste F Anaheim CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: S.P. Project: ULTURA WATER Project #: 0-112014-4 TABLE OF CONTENTS TitlePage........................................................... ....... .......... ........ ............. ......... .... 1 Tableof Contents..................................................................................................... 2 Design Data and Definition of Components ................................................. I.......... 3 CriticalConfiguration.............................................................................................. 4 SeismicLoads.......................................................................................................... 5 to 6 Column... .............. ....... ............. ............................... ................ ........... .......... ......... 7 Beamand Connector............................................................................................... 8 to 9 Bracing.................................................................................................................... 10 Anchors.................................................................................................................. 11 BasePlate .....................__. ............. ................................................._............... 12 Slabon Grade ..... .............................. ............................. ........ .............. ................. . 13 OtherConfigurations ................ ........................................... _................................ 14 Ji T! PA. �,VA.TER TYPE 1 aB 2 TRAMS of 1 /24/24 vft tructural Concepts =- ,�� Engineering By: S.P. Project: ULTURA WATER Project #: 0-112014-1 Design Data 1) The analyses herein conforms to the requirements of the: 2012I3C Section 2209 2013 CBC Section 2209A ANSI MH 16.1-2012 Speciflcatwns for the Design oflndustrial Steel Storage Racks 2012 RMI Rack Design Manual' ASCE 7-10, section 15.5.3 2) Transverse braced frame steel conforms to ASfM A570, Gr.50, with minimum strength, Fy=50 ksi Longitudinal frame beam and connector steel conforms to AST1 A570, Gr.50, with minimum yield, Fy=50 ksi All other steel conforms to ASTM A36, Gr. 36 with minimum yield, Fy= 36 ksi 3) Anchor bolts shall be provided by installer per ICC reference on plans and calculations herein. 4) All welds shall conform to AWS procedures, utilizing E70xx electrodes or similar. All such welds shall be performed in shop, with no field welding allowed other than those supervised by a licensed deputy inspector. 5) The existing slab on grade is 5" thick with minimum 2500 psi compressive strength. Allowable Soil bearing capacity is 1000 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 Fri He Front View: Down Aisle (Longitudinal) Frame Column 3eam to Column -onnector Base Plate and Anchors T Panel Height i� Frame �} (� Depth Section A: Cross Aisle (Transverse ) Frame Horizontal Brace Diagonal Brace -�jiRA \AIATF-R-T-1 1 FB 2 FRAME Page '�� of � � � 112412014 Str?O"al V oncepts - Engineering - — 1200 N. Jefferson Ste, Ste F Anaheim, CA 928€17 Tel: 714.632.7330 Fax: 714.632.7763 By: S.P. Project: ULTURA WATER Project #: 0-112014.4 Configuration & Summary: TYPE 1 PUSH BACK 2 DEEP 2 FRAME 102" — + ?— 42" ='t +-- 42" Wit` **R4CK COLUMN REACTIONS ASD LOADS AXIAL DL= 100lb AXIAL LL= 4,0001b 5,E 5MICAXIAL Ps=f/- 1,8541b BASE MOMENT= 0 in -lb Seismic Criteria # Bm Lvls Frame Depth Frame Height # Diagonals Beam Length Frame Type Ss=1.053, Fa=1.079 2 42 in 120.0 in 1 3 1 102 in Single Row Component Description STRESS Column Fy=50 ksi Struc C3x3.5 P=2050 lb, M=13574 in -lb 0.47-OK Column & Backer None None None N/A Beam Fy=50 ksi Struc C4x4.5 Unbraced Length=72" Capacity: 5017 Ib/pr 0.8-OK Beam Connector Fy=50 ksi Lvl 1: 2 bolt OK Mconn=9175 in -lb Mcap=27480 in -lb 0.33-OK Brace -Horizontal Fy=36 ksi Struc Ll-1/2 x Ll-1/2 x 1/8 0.31-OK Brace -Diagonal Fy=36 ksi Struc 1-1-1/2 x LI-1/2 x 1/8 0.88-OK Base Plate Fy=36 ksi 5x4xl/4 Fixity= 0 in -lb 0.71-OK Anchor 1 per Base 0.5" x 3.25" Embed HILTI SCREW ANCHOR HUS EZ ESR 3027 Inspection Reqd (Net Seismic Uplift=482 Ib) 0.708-OK Slab & Soil 5" thk x 2500 psi slab on grade. 1000 psf Soil Bearing Pressure 0.45-OK Level Load** Per Level Beam Spcg Brace Story Force I Transv Story Force Longit. Column Axial Column Moment Conn. Moment Beam Connector 1 4,000 lb 14.0 in 44.0 in 139 Ib 106 Ib 4,100 lb 4,010 "# 9,175 "# 2 bolt OK 2 4,000 lb 78.10 in 44.0 in y141D oyo io z,uw iU /,//i * c LJUIL 24.0 in ** Load defined as product weight per pair of beams Total: 1,053 lb 802 lb Notes I PB UNIT 2 WIDE x 2 FRAME` x 2000# PALLET UJUKA V/A?ER TYFc i P 2 FRAVff Page _ of f J 1 l i2-11 tructurai ®nCeptS Engineering - -- 1200 N. Jefferson Ste Ste F Anaheim CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: S.P. Project: ULTURA WATER Project #: 0-1120144 Seismic Forces Configuration: TYPE 1 PUSH BACK 2 DEEP 2 FRAME 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 Ss= 1.053 Transverse (Cross Aisle) Seismic Load S1= 0.408 v= Cs*Ip*Ws=Cs*Ip*(0.67*P*Prf+D) vt Fa= 1.079 Csl= Sds/R Fv= 1.592 = 0.1894 Cs -max * Ip= 0.1894ti Sds=2/3*Ss*Fa= 0.758 Cs2= 0.044*Sds V", ,,= 0.015 Shc=2/3*Si*Fv= 0.433 = 0.0333 Eff Base Shear=Cs= 0.1894 Transverse Elevation Ca=0.4*2/3*Ss*Fa= 0.3030 Cs3= 0.5*S1/R \rJs= (0.67*PLRFi * PL)+DL (RMI 2.6.2) (Transverse, Braced Frame Dir.) R= 4.0 = 0.0510 = 5,560 Ib Ip= 1.0 Cs -max= 0.1894 Vtransv=Vt= 0.1894 * (200 Ib + 5360 Ib) PRFI= 1.0 Base ShearCoeff=Cs= 0.1894 Etransverse= 1,053 Ib Pallet Height=hp= 48.0 in Lett& States Level Transverse seismic shear per upright DL per Beam Lvl = 100 lb Level PRODUCT LOAD P P*O.E57*PRFi DL hi vii*hi F Fi*(hi+hp/2) 1 4,000 Ib 2,680 Ib 100 Ib 14 in 38,920 139.1 Ib 5,286-# 2 4,000 Ib 2,680 Ib 100 Ib 92 in 255,760 913.9 lb 106,012-# sum: P=8000lb 5,360lb 200 lb W=5560lb 294,680 1,053lb 2=111,298 Similarly for longitudinal seismic bads, using R=6.0 Ws= (0.67 * PLR * P) + DL PRF2= 1.0 =`+ Z'• =\h I Csl=Shc/(T*R)= 0.1443 - 5,560 Ib (Longitudinal, Unbraced Dir.) R= 6.0 Cs2= 0.0333 Cs=Cs-max*Ip= 0.1443 T= 0.50 sec Cs3= 0.0340 vlong= 0.1443 * (200 Ib + 53601b) Cs -max= 0.1443 Elongitudinai= 802 Ib LuuitStates Level LorWt se&nksheaperupright Level PRODUC LOAD P P*O.157*PRF2 DL hi wi*hi Ft Front View 1 4,000 Ib 2,680 Ib 100 Ib 14 in 38,920 105.9 Ib 2 4,000 Ib 2,680 lb 100 lb 92 in 255,760 696.1 Ib sum: 5,360lb 200 lb W=5560lb 294,680 802lb ULTURA OVATEP-IYFE 1 FB 2 FRAME Page ') of 1/1_ ' 112412C i tructural Concepts - Engineering - 1200 N. Jefferson Ste. Ste F Anaheim CA 92807 Tel: 714.532 7330 Fax; 714.632.7763 By: S.P. Project- ULTURA WATER Project #: 0-112014.4 Downaisle Seismic Loads Configuration: TYPE 1 PUSH BACK 2 DEEP 2 FRAME Determine the story moments by applying portal analysis. The base plate is assumed to provide no fixity. Seismic Story Forces Typical frame made Vlong= 802 lb Tributaryarea of two columns Vcol=Vlong/2= 401 lb fra of rack me�, — ---- -- ` F1= 106 lb ti p{ r • , k� E ti `: Typical Frame made F2= 696 lb of two columns ®/ , { Top View Se„ --------- Front View Side View Seismic Story Moments Conceptual System Mbase-max= 0 in -lb <__= Default capacity hl-eff= hl - beam clip height/2 Mbase-v= (Vcol*hleff)/2 = 10 in Vcol = 2,005 in -lb <__= Moment going to base Mbase-eff= Minimum of Mbase-max and Mbase-v = 0 in -lb PINNED BAISEASSUMED M 1-1= [Vcol * hleff]-Mbase-eff M 2-2= [Vcol-(Fl)/2] * h2 = (401 lb * 10 in)-0 in -lb = [401 lb - 348.1 Ibj*78 in/2 = 4,010 in -lb = 13,574 in -lb Mseis= (Mupper+Mlower)/2 Beam to Column Elevation Mseis(1-1)= (4010 in -lb + 13574 in-lb)/2 Mseis(2-2)= (13574 in -lb + 0 in-lb)/2 = 8,792 in -lb = 6,787 in -lb rho= 1.0000 Summary of Forces LEVEL hi Axial Load Column Moment** Mseismic** Mend -fixity Mconn** Beam Connector 1 14 in 4,100 lb 4,010 in -lb 8,792 in -lb 4,315 in -lb 9,175 in -lb 2 bolt OK 2 78 in 2,050 lb 13,574 in -lb 6,787 in -lb 4,315 in -lb 7,771 in -lb 2 bolt OK Mconn= (Mseismic + Mend-fixity)*0.70*rho Mconn-allow(2 Bolt)= 27,480 in -lb **all moments based on limit states level loading ULTURA WAFER -TYPE 1 PB 2 fKAME Page � of " i2412-- 1 4 tructurai oncepts - n ineerin g 9 1200 N. Jefferson Sirs Ste F Anaheim CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: S.P. Project: ULTURA WATER Project #: 0-112014-4 Column (Longitudinal) Configuration: TYPE 1 PUSH BACK 2 DEEP 2 FRAME Section Properties Column Member= Struc C3x3.5 3.00 in Aeff = 0.881 inA2 Fy= 50,000 psi L Ix = 1.414 in,,4 Kx= 1.7 1.38 in Sx = 0.943 inA3 Lx= 76.0 in s rx = 1.267 in Ky= 1.0 '� Iy = 0.138 inA4 Ly= 44.0 in Sy = 0.157 inA3 Cm= 0.85 ry = 0.396 in Loads Considering loads at level 2 COLUMN DL= 50 lb Critical load cases are. RMT Sec Z 1 COLUMN PL= 2,000 lb Load Case 5.- : (1+0.105*5ds)D + 0.75*(1.4+0.145d5)*5*P + 0.75*(0.7*rho*E)<= 1.0, ASD Method Mcol= 13,573 in -lb Sds= 0.7575 Load Case 6.- (1 +0.104*5ds)D + (0.85+0.1456s)*B*P + (0.7*rho*E)<= 1.0, ASD Method 1+0.105*Sds= 1.0795 1.4+0.14Sds= 1.5061 By analysis, Load case 6 governs utilizing loads as such 1+0.14Sds= 1.1061 0.85+0.14*Sds= 0.9561 Axial Load=Pa= 1.10605*50 lb + 0.95605*0.7*2000 lb B= 0.7000 = 1,394 lb rho= 1.0000 Moment=Mx= 0.75*0.7*rho*Mcol = 0.7 * 13573 in -lb = 9,501 in -lb Axial Analysis (kl/r)x = (1.7*76 in/1.267 in) (kl/r)y = (1*44 in/0.396 in) = 101.97 = 111.11 (kl/r)max= 111.11 SINCE (KL/r)max > Cc, USE EQTN E2-2 Fa = 12nA2E/23N/r)A2 23(kl/r)A2 = 12,096 psi fa= Pa/AREA = 1,582 psi Bendina Analysis Cc = (2nA2E/Fy)A0.5 = 107.0 fa/Fa= 0.13 < 0.15 fbx= Mx/Sx Fbx= 0.6*Fy = 10,075 psi = 30,000 psi F'ex= (12*nA2*E)/(23*(KL fb/Fb= 0.34 = 14,361 psi (1-fa/F'e)= Combined Stresses (HI-3)- fa/Fa + fb/Fb= 0.47 <_ 1.0 OK LTi.JRA , ATE-k PE 1 r D 2FRA` Page of i f ; I ! 12-V tructural Concepts -- ngineering 1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: S.P. Project: ULTURA WATER Project #: 0-1120144 Beam Configuration: TYPE 1 PUSH BACK 2 DEEP 2 FRAME The beam to column connection is assumed to provide partial end fixity for the beam frame. The end moment calculated herein is added to the lateral force force portal moment when analyzing the connection capacity. The impact load on the beam is addressed by including the Impact Factor "a" in the determination of the beam center bending stress. Section Properties Beam Member= Struc C4x4.5 Beam at Level= 1 Beam Type= Structural Ix= 3.469 in^4 Sx= 1.735 in^3 Beam Length=L= 102.0 in Unbraced Length, Lu= 72.0 in ti Beam Weight= 4.0 Ib/ft Thickness= 0.137 in 4.000 in Beam Shape= Channel d/Af= 9.4 ` Impact Factor (a)=[1-(25%/2)]= 0.875 Loads Load Case. D + 0.88P + Impact RMI Section 2.1, Load case 10 Bending -------------- % End Fixity= 25 % Coeff 8= 0.104/0.125 0 = 0.25 = 0.832 Mcenter= 13*(wL^2/8) Mcenter= Mcenter(simple ends) - O*Mcenter(fixed ends) = 0.832*(wL^2/8) = wL^2/8 - (0.25 * wL^2/12) Mends= O*Mmax(fixed ends) = wL^2/8 - wL^2/48 = (wLA2/12)*0.25 = 0.104 * wL^2 = 0.0208*wL^2 Fy= 50,000 psi Fb= 0.6 * Fy = 30,000 psi Fb' = 12,000/(lu*d/Af) = 12,000/(72*9.4) Fb-eff= 17,730 psi = 17,730 psi Live Load/Pair= 4,000 lb Dead Load/Pair= (4 Ib/ft) * 2 * 102 in/12 Dist Load=w= 19.9 lb/in = 68 lb Mcenter= 0.104 * wL^2 Mends= 0.0208*wL^2 = 21,577 in -lb = 4,315 in -lb M= 21,577 in -lb fb= (M/Sx)/a -4 = 14,213 psi fb/Fb= 14213 psi/17730 psi 0.80 Bending Capcity= 5,017 lb/pair includes impact factor (a) reduction coefi; conservatvely 1.OP is used in lieu of 0.88P <= 1.0, OK <=== Critical Deflection Defl-allow=L/ 180 Defi= B * [5wL^4/(384*E*Ix)] = 0.567 in = [5*19.9 Ib/in*(102 in)^4/(384*29.5x10^6 psi * 3.469 in^4)]*0.832 = 0.228 in <= 0.567 in, OK Deflection Capacity= 10,048 lb/Pair Allowable load per beam pair= 5,017 lb __T, j2A, ; a E - �= ! or, 2 F= ,ME Page q of i � 1 I12412014 �t��-e-O�ts turol ngineering 1200 N. Jefferson Ste, Ste IFAnaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: S.P. Project: ULTURA WATER Project #: 0-1 i2014-4 2 Bolt Beam to Column Connection Conficguration: TYPE I PUSH BACK 2 DEEP 2 FRAME 1" Mconn max= (Mseismic + Mend-fixity)M0.70*Rho = 9,175 in -lb Connector Type= 2 Bolt Shear Capacity of Bolt Bolt Uiam= 0.50 in Fy= 50,000 psi Pv-bolt= 2 1 ,000 psi Ashear= (0.5 m) — 2 * Pi/4 = 0. 1 963 in — 2 Pshear= Ashear * Pv = 21,000 psi * 0. 196.3 m - 2 = 4,122 lb Bearmq Capacity of Bolt tcol= 0. 137 in Fu= 65,000 psi Bolt Dom= 0.5 Pbearin9= 1.2 * Bearing Area * Fu = 1.2 ` 0.5 in dram * U. 1 37 in ' 65000 psi = 5,343 lb > 41 22 lb Moment Capacity of Bracket Edge Distance=E= 1 .00 in Bolt Spacing= 4.0 in C= P I +P2 tclip= 0. 15 in I.I I 'PI Mcap= 5clip * Fbendrncg C*d= Mcap =0.14in-3*0.66*Fy = 4.620 in -lb = 4620 in-lb/(I . I I m) Thus, P I = 4,1 22 lb = 4. 162 lb Mconn-allow= [P I *6"+P 1 *(2"/6")*0.51 = 41 22 LB*[6"+(2"/6")*2"] = 27,480 in -lb > Mconn max, OK P1 8„ 6" P2 C Standard Bolt Pattern Fy= 50,000 psi 5chp= O. 140 in — 3 d= E 1 .00 in ULTURA WATER. -TYPE I PB 2 FRAME Page 0 of 1124120 14 StConcepts tural ngineering _ 7: 1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By. S.P. Project: ULTURA WATER Proiect #: 0-112014-4 Transverse Brace TYPE 1 PUSH BACK 2 DEEP 2 FRAME Diagonal Member= struc a-11/2 x u-1/2 x 1/8 Area= 0.35 in^2 r min= 0.285 in K= 1.0 Fy= 36,000 psi Frame Dimensions Horizontal Member= Struc Li-1/2 x Ll-1/2 x 1/8 Area= 0.35 in^2 r min= 0.285 in K= 1.0 # 0 Load Case 6:: (1+ > + ((0.85+0.14.Sds)*S*P +[0.7*rho*E]<= 1.0, ASt7 Method Bottom Panel Height=H= 48.0 in Clear Depth= D-8*2-4" =d = 35.3 in Frame Depth=D= 42.0 in Ldiag= [d^2 + H^2]^0.5 Column Width=B= 1.4 in = 59.6 in Diagonal Brace Vtransverse= 1,053lb Vb=Vtransv*0.7*rho= 1053 lb * 0.7 * 1 = 737Ib (kl/r)max= 209.12 (kl/r)x = (1*59.6 in/0.285 in) = 209.12 (KL/r)max > Cc, Eqtn E2-2 Applies Fa = 12n^2E/23(kl/r)^2 23(kl/r)^2 = 3,415 psi fa/Fa= 0.88 <_ 1.0 OK Horizontal Brace V=Vtransv= 737Ib Vdiag= V*(Ldiag/D) = 1,046lb Tvpiral Panel Configuration Cc = (2n^2E/Fy)^0.5 fa= P/AREA = 126.1 = 2,989 psi Check Weld Weld Tension= 1,046 lb tweid= 0.125 in Lweld= 4.0 in Fweld= 70,000 psi Weld Capacity= tweld*0.7071*Lweld*0.3*Fweld*1.0 = 7,425lb 14.1% OK (kl/r)x = (1*42 in/0.285 in) (kl/r)max= 147.37 = 147.37 Cc = (2n^2E/Fy)^0.5 = 126.1 (KL/r)max > Cc, Eqtn E2-2 Applies Fa = 12n^2E/23(kl/r)A2 fa= P/AREA 23(ki/r)^2 = 2,106 psi = 6,876 psi Diag Status= 10.88 fa/Fa= 0.31 <= 1.0 OK Horiz Status= 10.31 tructurai Concepts —Wl Engineering By: S.P. Project: ULTURA WATER Project #: 0-112014-4 Single Row Frame Overturning Configuration: TYPE 1 PUSH BACK 2 DEEP 2 FRAME Critical Load case(s): 1) RMI Sec 2.1, item 9: (0.6-0.14Sds)D + (0.6-0.14Sds)*B*Papp - 0.7*E*rho Sds= 0.7575 Vtrans=V=E=Qe= 1,053lb (0.6-0.14Sds)= 0.4940 DEAD LOAD PER UPRIGHT=D= 200 lb (0.9-0.2Sds)= 0.7485 PRODUCT LOAD PER UPRIGHT=P= 8,000 lb B= 1.0000 Papp=P*0.67= 5,360 lb rho= 1.0000 _C1=Wst1=(0.49395*D + 0.49395*Papp*l)= 2,746 lb Frame Depth=Df= 42.0 in Product Load Top Level, Ptop= 4,000 lb Htop-Ivl=H= 92.0 in DL/Lvl= 100 lb # Levels= 2 Seismic Ovt based on E, E(R*hi)= 111,298 in -lb # Anchors/Base= 1 hPinht/rh-nth ratin= ?-2 in hn= 4A n in hp I'f Df t SIDE FLFVATICSN A Fully Loaded Rack h=H+h 2= 116.0 in Load case 1: Movt= E(F*hi)*0.7*E*rho Mst= Wstl * Df/2 T= (Movt-Mst)/Df = 77,909 in -lb = 2746 lb * 42 in/2 = (77909 in -lb - 57666 in-lb)/42 in = 57,666 in -lb = 482 lb Net Uplift per Column Net Seismic U lift= 482 lb B Top Level Loaded Only 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 = 0.1894 * 4000 Ib = 62,737 in -lb = 758Ib T= (Movt-Mst)/Df Vleff= 758 lb Critical Level= 2 = (62737 in -lb - 43566 in-lb)/42 in V2=VpL= Cs*Ip*D Cs*Ip= 0.1894 = 456 lb Net Uplift per Column = 38 lb Mst= (0.49395*D + 0.49395*Ptop*1) * 42 in/2 = 43,566 in -lb Net Seismic U lift= 456 lb Hncnor Check (1) 0.5" x 3.25" Embed HILTI SCREW ANCHOR HUS EZ anchor(s) per base plate. Special inspection is required per ESR 3027. Pullout Capacity=Trap= 950 lb L.A. City Jurisdiction? NO Tcap*Phi= 950 lb Shear Capacity=Vcap= 1,550 lb Phi= 1 Vcap*Phi= 1,550 lb Fully Loaded: (482 lb/950 lb)-1 + (526 Ib/1550 lb)-i = 0.85 <= 1.2 OK Top Level Loaded: (456 lb/950 lb) -I + (378 Ib/1550 lb)-1 = 0.72 <= 1.2 OK ULTI KA, IXArER-TY E 1 PE 2 FRAME 1,, - Page � of .� �i24i2,- .4 i tructura! Concepts Engineering 1200 N. Jefferson 'ate Ste F Anaheim CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: S.P. Project: ULTURA WATER Project #: 0-112014-4 Base Plate Configuration: TYPE 1 PUSH BACK 2 DEEP 2 FRAME Section a P Baseplate= 5x4x1/4 Eff Width=W = 5.00 in a = 1.50 in Mb Eff Depth=D = 4.00 in Anchor c.c. =2*a=d = 3.00 in Column Width=b = 3.00 in N=# Anchor/Base= 1 Column Depth=dc = 1.38 in Fy = 36,000 psi L = 1.31 in Plate Thickness=t = 0.250 in { b W Downaisle Elevation wn Aisle Loads Load Case 5:: (1+0.i'05*5ds)D + 0.75*1-(1.4+0.14W*B*P + 0.75*%07*rh0*E7<= 1 0 A5D Method COLUMN DL= 100 lb Axial=P= 1.0795375 * 100 lb + 0.75 * (1.50605 * 0.7 * 4000 lb) COLUMN PL= 4,000 lb = 3,271 lb Base Moment= 0 in -lb Mb= Base Moment*0.75*0.7*rho 1+0.105*Sds= 1.0795 = 0 in -lb * 0.75*0.7*rho 1.4+0.14Sds= 1.5061 = 0 in -lb B= 0.7000 Axial Load P = 3,271 lb Mbase=Mb = 0 in -lb Axial stress=fa = P/A = P/(D*W) M1= wLA2/2= fa*LA2/2 = 164 psi = 141 in -lb Moment Stress=fb = M/S = 6*Mb/[(D*BA2] Moment Stress=fb2 = 2 * fb * L/W = 0.0 psi = 0.0 psi Moment Stress=f it = fb-fb2 M2= fbl*LA2)/2 = 0.0 psi = 0 in -lb M3 = (1/2)*fb2*L*(2/3)*L =: (1/3)*fb2*LA2 Mtotal = M1+M2+M3 = 0 in -lb = 141 in-lb/in S-plate = (1)(tA2)/6 Fb = 0.75*Fy = 0.01 inA3/in = 27,000 psi fb/Fb = Mtotal/[(S-plate)(Fb)] F'p= 0.7*F'c = 0.50 OK = 1,750 psi OK Tanchor =(Mb-(PLapp*0.75*0.46)(a))/[(d)*N/2] Tallow= 950 1b OK _ -2,746 lb No Tension Cross Aisle Loads CL� bad�eRMISc ZZ �m 4: ("I+0,Z 5dsJUL (1 M,145O5%PLfi.75+EL 0,75 <=LD, ASD pf y d Pstatic= 3,271 lb Movt*0.75*0.7*rho= 58,431 in -lb Pseismic= Movt/Frame Depth Frame Depth= 42.0 in = 1,391 Ib P=Pstatic+Pseismic= 4,662lb b =Column Depth= 138 in L =Base Plate Depth -Col Depth= 1.31 in fa = P/A = P/(D*W) = 233 psi Sbase/in = (1)(tA2)/6 = 0.01 inA3/in fb/Fb = M/[(S-plate)(Fb)] = 0.71 OK M= wLA2/2= fa*LA2/2 = 201 in-lb/in Fbase = 0.75*Fy = 27,000 psi _Check uplift load on Baseplate Check uplift forces on baseplate with 2 or more anchors per RMI 7.2.2. the base plate configuration consists of two anchor bolts located on either side f the column and a net uplift force exists, the minimum base plate thickness all 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" T �f- c ► Ta a Ta Elevation Uplift per Column= 482 Ib Qty Anchor per BP= 1 Net Tension per anchor=Ta= 482 lb c= 1.31 in Mu=Moment on Baseplate due to uplift= Ta*c/2 = 316 in -lb Splate= 0,042 inA3 75= JLTURA b0JAI FR-TY E 1 FB 2 FPA%AE Pacjc I Q of � (3, i 112-1/2 ', Structural Concepts ngineering 1200 N. Jefferson Ste. Ste F Anaheim, CA 92807 Tel` 714 632 7330 Fax 714 632 7763 By: S.P. Project: ULTURA WATER Project ##: 0-112014-4 Slab on Grade Configuration: TYPE 1 PUSH BACK 2 DEEP 2 FRAME 0 y-- x ►� 1-4- c __� j f y -� L -� SLAB ELEVATION Base Plate Effec. Baseplate width=B= 5.00 in Effec. Baseplate Depth=D= 4.00 in DEAD LOAD=D= 100 lb per column unfactored ASO load PRODUCT LOAD=P= 4,000 lb per column unfactored ASD load Papp= 2,680 lb per column P-seismic=E= (Movt/Frame depth) = 2,092 lb per column unfactored limit State load B= 17000 rho= 1.0000 Sds= 0.7575 1.2 + 0.2*Sds= 1.3515 0. 9 - 0.20Sds= 0.7485 Apunct= [(c+t)+(e+t = 166.88 inA2 �1.t width=a= 3.00 in depth=b= 1.38 in .-_. '...'-`.'...'F4 slab , . . . . . . . . . . ----------- Concrete ' . .'.' • • - a b e fc= 2,500 psi tslab=t= 5.0 in Cross tell= 5.0 in ----� ----' Aisle phi=0= 0.6 Soil fsoil= e 1,000 psf Down Aisle . Movt= 87,882 in -lb F Frame depth= 42.0 in Basepiaie ?!an View Sds= 0.758 0.2*Sds= 0.152 midway list face of column to edge of plate=c= 4.00 In midway cost face of column to edge of plate=e= 2.69 In Load Case 1) (1.2+0.2Sds)D + (1.2+0.2Sds)*B*P+ rho*E RMI SEC 2.2 EQTN 5 = 1.3515*100lb+1.3515*0.7*4000lb+1*2092lb = 6,011 lb Load Case 2) (0.9-0.2Sds)D + (0.9-0.2Sds)*B*Papp + rho*E RMI SEC 2.2 EQTN 7 = 0.7485 * 100 lb + 0.7485 * 0.7 * 2680 lb + 1 * 2092 lb = 3,571 lb Load Case 3) 1.2*D + 1.4*P RMI SEC 2.2 EQTN 1,2 = 1.2*100 lb + 1.4*4000 lb = 5,720 lb Effective Column Load=Pu= 6,011 lb per column Fpunct= = 79.8 psi fv/Fv= Pu/(Apunct*Fpunct) 0.451 < 1 OK Slab Bending Pse=DL+PL+E= 6,011 lb Asoil= (Pse*144)/(fsoii) = 866 inA2 x= (L-y)/2 = 8.1 in Fb= 5*(phi)*(fc)A0.5 = 150. psi L= (Asoil)A0.5 = 29.43 in M= w*xA2/2 _ (fsoil*xA2)/(144*2) = 226.4 in -lb y= (c*e)A0.5 + 2*t = 13.3 in S-slab= 1*teffA2/6 = 4.17 inA3 fb/Fb= M/(S-slab*Fb) = 0.362 < 1, OK ULTL'P,A N/ATEi2-TI,PE ! F5 2 FRAME Str turat Ioncepts — Engineering By: S.P. Project: ULTURA WATER Project #: 0-112014- Configuration & Summary: TYPE 2 PUSH BACK 2 DEEP 2 FRAME it 96 42' --� +— 42" rl "RACK COLUMN REACTIONS ASD LOADS AXIAL DL= 100lb AXIAL LL= 4,000lb SEISMICAXIAL Ps=+/- 1,8541b BASE MOMENT= 0 in -lb Seismic Criteria # Bm Lvls Frame Depthl Frame Height # Diagonals Beam Length Frame Type Ss=1.053, Fa=1.079 2 42 in 120.0 in 3 96 in Single Row Component Description STRESS Column Fy=50 ksi Struc C3x3.5 P=2050 lb, M=13574 in -lb 0.47-OK Column & Backer None None None N/A Beam Fy=50 ksi Struc C4x4.5 Unbraced Length=72" Capacity: 5355 Ib/pr 0.75-OK Beam Connector Fy=50 ksi Lvl 1: 2 bolt OK F Mconn=8994 sn-Ib Mcap=27480 in -lb 0.33-OK Brace -Horizontal Fy=36 ksi Struc Ll-1/2 x 1-1-1/2 x 1/8 0.31-OK Brace -Diagonal Fy=36 ksi Struc LI-1/2 x Ll-1/2 x 1/8 0.88-0K Base Plate Fy=36 ksi 5x4xl/4 Fixity= 0 in -lb 0.71-OK Anchor 1 per Base 0.5" x 3.25" Embed HILTI SCREW ANCHOR HUS EZ ESR 3027 Inspection Reqd (Net Seismic Uplift=482 Ib) 0.708-OK Slab & Soil 5" thk x 2500 psi slab on grade. 1000 psf Soil Bearing Pressure 0.45-OK Level Load** Story Force Story Force Column Column Conn. Beam Per Level Beam Spcg Brace Transv Long Axial Moment Moment Connector 1 4,000 lb 14.0 in 44.0 in 139 lb 106 lb 4,100 lb 4,010 "# 8,994 "# 2 bolt OK 7 d Ann Ih 74 n :., Z,u5u io Is,574 "# 7,591 "# 2 bolt OK 24.0 in ** Load defined as product weight per pair of beams Total: 1,053 lb 802 lb Notes I PB UNIT 2 WIDE x 2 FRAME x 2000# PALLET JL-JRA NATEF-TYPE 2 PB 2 FRAM= Page Ln of 1121t201 4 1