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2525 EL CAMINO REAL; 214; CBC2019-0368; Permit
r(ity of Carlsbad Commercial Permit Print Date: 02/13/2020 Permit No: CBC2019-0368 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: 2525 El Camino Real, 214 BLDG-Commercial 1563020900 $10,000.00 Work Class: Tenant Improvement Status: Closed - Finaled Lot #: Applied: 07/24/2019 Reference #: Issued: 10/29/2019 Construction Type: Permit Finaled: # Dwelling Units: Bedrooms: Project Title: Description: Bathrooms: Orig. Plan Check #: Plan Check #: SEPHORA: HIGH PILE SHELVING Inspector: MCoIl Final Inspection: 2/13/2020 3:40:32PM Applicant: Owner: Contractor: NATALIA SHORTEN BROOKFIELD PROPERTIES-THE SHOPPES AT BOGART CONSTRUCTION INC CARLSBAD SEAN SIMS 9980 Irvine Center Dr,Ste 200 Irvine, CA 92618-4364 949-279-6631 760-444-0620 BUILDING PERMIT FEE ($2000+) $114.96 BUILDING PLAN CHECK FEE (BLDG) $80.47 ELECTRICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL $41.00 FIRE Haz Mat Storage Chem Class <10 Chemicals $485.00 FIRE High Piled Storage $756.00 MANUAL BUILDING PLAN CHECK FEE $339.53 MECHANICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL $39.00 5B1473 GREEN BUILDING STATE STANDARDS FEE $1.00 STRONG MOTION-COMMERCIAL $2.80 Total Fees: $1,859.76 Total Payments To Date: $1,859.76 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 cCity of Carlsbad COMMERCIAL BUILDING PERMIT APPLICATION B-2 Plan Check ôiO3cS Est. Value _ifl Ôñ('). OD PC Deposit Date 711g/JG7 - Job Address I- Jlsps (c?Luls J-?S?_5EI&.'v'.i.'st0 Re51 Suite: 2-1-1 APN: I 5( - o2...- O Tenant Name: SE Ph ORA CT/Project #: Lot #: C) Occupancy: Pkeicc v,I e Construction Type: ((1'_13 Fire Sprinklers: no Air Conditioning: 2 -zca s,d no BRIEF DESCRIPTION OF WORK: M_1O1ot'O Zft4 TC,icAFi'iOA_, O3 wi.i MI. Wo 'icA,d_ i(4o _'C__FrUiov &t)i(-e40'C4alts (Pcif'f?a_3,t.JoJI F!'chfft.&, fi1"J. Lh -_k..ifej;C."C&_Adk_IA _?-_44-_i.-eAp,_ôi'4_M),to,._tW€_ >h,il _i,1-rwt:,stir4-Oj El Addition/New: New SF and Use, ___New SF and Use, Deck SF, Patio Cover SF (not including flatwork) Tenant Improvement: 60573 SF, Existing Uset__Mui4c- (Re1'i) Proposed Use MMc,czfkLRehfl) SF, Existing Use Proposed Use El Pool/Spa: SF Additional Gas or Electrical Features? Solar: KW, _Modules, Mounted, Tilt: Yes / No, RMA: Yes / No, Panel Upgrade: Yes / No 0 Plumbing/Mechanical/Electrical Only: 0 Other: APPLICANT (PRIMARY) PROPERTY OWNER Name: 9,ko1of ()St Name: rvlk('{fof'efHiS Address: 59-5 C 'I_S4,_II _F6cy Address: ()N. _ - ! t c$17cfSu ' lc- 300 City: -A Fh'iCi';ce, State: (A Zip: f(O5 City: 1t'ic.,oState: ti_ Zip: Cr OcLf Phone: tf(- _ - q ct 0 Phone: '3', 47(,Q 2-I Email: _*t1.5Iocfj_( _cefLo,Z rn'i Email: 71rtottt/.Wt(jJf3ook-kj d_ DESIGN PROFESSIONAL Name: 1b'4+ j v4,jif 4cL c€s Address: 6 I (—r RP -*1,55 City: ri.i<_State:—NT Zip: _ Phone: - 'L 139 Email:t7EL EIJ—O (a_S AK _(1 ARCIj. Architect State License: C _I_O(f CONTRACTO BUSINESS Name: 9jcL() Cri#isrfi1c)co' t,'ic... Address: 9O_Csa,1c Dr. S't•2oo City: '(7i _'y State: CA zip: I2_,1 iK Phone: qqq - 7,.—çqQ 7, Email: todd bi46' cnA,Sf(uCkfrii,1 con State License: 767?_1I Bus. License: (t)Jry1-r4 (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/she 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/she 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}). 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: BuildingtcarlsbadCa.gov B-2 Page 1 of 2 1 Rev. 06/18 (OPTION A): WORKERS'COMPENSATION DECLARATION: I hearby affirm under penalty of perjury one of the following declarations: 0 I have and will maintain a certificate of consent to self-insure for workers' compensation provided by Section 3700 of the Labor Code, for the performance of the work which this permit is issued. ave and will maintain worker's compensation, as required by Section 3700 of the Labor Code, for per9r1ance of tP,evork for which this permit is issued. My workers' compensation insurance carrier and policy number are: Insurance Company Name: C4' V,' 4 feQ'p . Policy No.U.#E CC()t1rC. 2 p Expiration Date:_____________ O 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 be cone 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 $100,000.00, in addition the to the cost of compensation, damages as provided for in Section 3706 of the Labor Code, interest and attorney'sfees. R DAGENT DATE::/9%p (OPTION 13): OWNER-BUILDER DECLARATION: I hereby affirm that I am exempt from Contractor's License Law for the following reason: O 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). O I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). O lam exempt under Section Business and Professions Code for this reason: I personally plan to provide the major labor and materials for construction of the proposed property improvement. 0 Yes 0 No I (have / have not) signed an application for a building permit for the proposed work. I have contracted with the following person (firm) to provide the proposed construction (include name address / phone / contractors' license number): I 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 / contractors' license number): S. I 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): OWNER SIGNATURE: DAGENT DATE:___________ CONSTRUCTION LENDING AGENCY, IF ANY: 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: ONLY COMPLETE THE FOLLOWING SECTION FOR NON-RESIDENTIAL BUILDING PERMITS ONLY: Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? 0 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 a school site? 0 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. APPLICANT CERTIFICATION: I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to 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'O' deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the Building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permt is not commenced within 180 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned at anytime after the work is commenced for a period of 180 days (Section 106.4.4 Uniform Building Code). APPLICANT SIGNATURE: S2- r2) DATE:JM17--e-?(9 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: BuiIdingccarIsbadca.gov B-2. Page 2of2 Rev. 06/18 Permit Type: BLDG-Commercial Application Date: 07/24/2019 Owner: BROOKFIELD PROPERTIES-THE SHOPPESAT CARLSBAD Work Class: Tenant Improvement Issue Date: 10/29/2019 Subdivision: CARLSBAD TCT#76-18 Status: Closed - Finaled Expiration Date: 08/11/2020 Address: 2525 El Camino Real , 214 Carlsbad, CA 92008-1208 IVR Number: 20585 Scheduled Actual Date Start Date Inspection Type Inspection No. Inspection Status Primary Inspector Reinspectuon Complete 0211212020 0211212020 BLDG-Fire Final 119160-2020 • Passed Adalmira Maldonado Complete Checklist Item COMMENTS • • Passed FIRE- Building Final Yes 0211312020 0211312020 BLDG-14 119284-2020 • Passed • Michael Collins • Complete FramelSteellBoltin glWelding (Decks) .• Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-Final 119285-2020 Passed • Michael Collins • Complete Inspection • • Checklist Item • COMMENTS Passed BLDG-Building Deficiency Yes February 13, 2020 • • Page lof I V/ EsGil A SAPEbuittCompany DATE: October 8, 2019 L3 APPLICANT U JURIS. JURISDICTION:- Carlsbad PLAN CHECK #.: CBC2019-0368 SET: II PROJECT ADDRESS: 2525 El Camino Real Suite 214 PROJECT NAME: SEPHORA - High Pile Shelving 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. The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. E The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. LI 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. 0 EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Date contacted: (by: ) Mail Telephone Fax In Person LI REMARKS: By: Abe Doliente/SH EsGil 10/3/19 Telephone #: Email: Enclosures: 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 V EsGil A SAFEbulir Company DATE: August 22, 2019 APPLICANT U JURIS. JURISDICTION: Carlsbad PLAN CHECK #.: CBC2019-0368 SET:I PROJECT ADDRESS: 2525 El Camino Real Suite 214 PROJECT NAME: SEPHORA - High Pile Shelving E 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. El 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 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: Sargenti Architects 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: Robert J. Sargenti Date contacted: (by: ) Mail Telephone Fax In Person LI REMARKS: By: Abe Doliente/Scott Humphrey EsGil 8/15/19 Telephone #: 973-253-9393 Email: SDELELLO@SARGARCH.COM Enclosures: 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)560-1576 Carlsbad CBC20 19-0368 August 22, 2019 PLAN REVIEW CORRECTION LIST TENANT IMPROVEMENTS PLAN CHECK #.: CBC2019-0368 JURISDICTION: Carlsbad OCCUPANCY: M USE: Store TYPE OF CONSTRUCTION: Ill-B ACTUAL AREA: 6053 (T.I. only) ALLOWABLE FLOOR AREA: STORIES: 1 HEIGHT: SPRINKLERS?: Yes OCCUPANT LOAD: REMARKS: DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW Humphrey COMPLETED: August 22, 2019 FOREWORD (PLEASE READ): DATE PLANS RECEIVED BY ESGIL CORPORATION: 8/15/19 PLAN REVIEWER: Abe Doliente/ Scott This plan review is limited to the technical requirements contained in the California version of the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Code sections cited are based on the 2016 CBC, which adopts the 2015 IBC. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 105.4 of the 2015 International Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section. etc. Be sure to enclose the marked up list when you submit the revised plans. Carlsbad CBC20 19-0368 August 22, 2019 [DO NOT PAY— THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK #.: CBC2019-0368 PREPARED BY: Abe Doliente/Scott Humphrey DATE: August 22, 2019 BUILDING ADDRESS: 2525 El Camino Real Suite 214 BUILDING OCCUPANCY: M BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code Icb IBY Ordinance I 1997 UBC Building Permit Fee 1997 UBC Plan Check Fee Type of Review: 0 Complete Review o Structural Only Repetitive Fee i Repeats vl * Based on hourly rate Other 121 Hourly 4 Hrs. @ * EsGil Fee $105.00 $420.001 - 33Yrc3 Comments: Sheet 1 of 1 Carlsbad CBC2019-0368 August 22, 2019 Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects. For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602- 2700. The City will route the plans to EsGil and the Carlsbad Planning, Engineering and Fire Departments. Bring TWO corrected set of plans and calculations/reports to EsGil, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil is complete. PLANS Each sheet of the plans must be signed by the person responsible for their preparation, even if there are no structural changes. California State Law. Signatures on the final sets of plans will be verified before they are approved. Plans and calculations shall be signed by the California state licensed engineer or architect where there are structural changes to existing buildings or structural additions. Please include the California license number, seal and date plans are signed. California Business and Professions Code. Signatures on the final sets of plans will be verified before they are approved. Show on the Title Sheet of the plans, all items included on the building permit application. Sec. 107.2. Provide a Building Code Data Legend on the Title Sheet. Include the following code information for each building proposed: Occupancy Classification: Description of Use: Store Type of Construction: Ill B Sprinklers:: Yes Stories: ? Height: ? Floor Area 6053 SF (T.l. only) Occupant Load: ? 5. Provide a note on the site plan indicating the previous use of the tenant space or building being remodeled. Section 107.2. Carlsbad CBC20 19-0368 August 22, 2019 Provide a note on the plans indicating if any hazardous materials will be stored and/or used within the building which exceed the quantities listed in IBC Tables 307.1(1) and 307.1(2). A complete description of the activities and processes that will occur in this tenant space should be provided. A listing of all hazardous materials should be included. The materials listing should be stated in a form that would make classification in Tables 307.1(1) and 307.1(2) possible. The building official may require a technical report to identify and develop methods of protection from hazardous materials. Section 414.1.3. SITE PLAN Show dimensioned parking layout, including any required disabled access spaces. Section 107.2. INTERIOR WALL AND CEILING FINISHES Provide a note on the plans or on the finish schedule, stating, "Wall and ceiling materials shall not exceed the flame spread classifications in IBC Table 803.11." EXITS The plans shall designate the number of occupants to be accommodated on every floor, and in all rooms and spaces. Section 107.2.3. Please provide an exit analysis plan (may be 8 h/211 x 11" or any convenient size). Show in this analysis the occupant load of each area, the general exit flow patterns (using arrows), accumulated occupant loads and required exit widths. Section 107.2.3. In rooms or areas where the occupant load exceeds the values in the table below, two exits shall be provided. Section 1006. OCCUPANCY MAXIMUM OCCUPANT LOAD A,B,E,F,M,U 49 H-I, H-2, H-3 3 H-4, H-5, I-I, 1-2, 1-3, 1-4, R 10 5 29 Exits should have a minimum separation of one-half the maximum overall diagonal dimension of the building or area served. Section 1007.1.1. Where a building is equipped throughout with an automatic sprinkler system, the separation distance may be reduced to one-third of the diagonal. Exit doors shall swing in the direction of exit travel when serving a room containing an occupant load of 50 or more persons or a Group H occupancy. Section 1010.1.2.1. Carlsbad CBC20 19-0368 August 22, 2019 Note on the plans: "All egress doors shall be readily openable from the egress side without the use of a key or special knowledge or effort." Section 1010.1.9. In lieu of the above, in a Group B, F, M or S occupancies, you may note on the plans "Provide a sign on or near the exit door, reading THIS DOOR TO REMAIN UNLOCKED WHEN THIS SPACE IS OCCUPIED." This signage is only allowed at the main exit. Section 1010.1.9.3. When additional doors are provided for egress purposes, they also shall conform to the requirements of Section 1010 (width, swing, hardware, etc.). Section 1010.1. EXIT SIGNS Exit signs are required whenever two exits are required. Show all required exit sign locations. Section 1013.1. ACCESSIBILITY Provide notes and details on the plans to show compliance with the enclosed "Disabled Access" Review List. ADDITIONAL Please see the following plumbing, mechanical, electrical and energy corrections. To speed up the review process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: El Yes 0 No The jurisdiction has contracted with EsGiI, located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Abe Doliente/Scott Humphrey at Esgil. Thank you. Carlsbad CBC20 19-0368 August 22, 2019 DISABLED ACCESS REVIEW LIST DEPARTMENT OF STATE ARCHITECT TITLE 24 The following disabled access items are taken from the 2016 edition of California Building Code, Title 24. Per Section 1.9.1, all publicly and privately funded public accommodations and commercial facilities shall be accessible to persons with disabilities. REMODELS. ADDITIONS AND REPAIRS When alterations, structural repairs or additions are made to an existing building, that building, or portion of the building affected, is required to comply with all of the following requirements, per Section 11 B-202.4: The area of specific alteration, repair or addition must comply as "new" construction. A primary entrance to the building and the primary path of travel to the altered area, must be shown to comply with all accessibility features. The path of travel shall include the existing parking. Existing toilet and bathing facilities that serve the remodeled area must be shown to comply with all accessibility features. Existing drinking fountains (if any) must be shown to comply with all accessibility features. Existing public telephones (if any) must be shown to comply with all accessibility features. Existing signage. Carlsbad CBC20 19-0368 August 22, 2019 PLUMBING, MECHANICAL, ELECTRICAL, and ENERGY COMMENTS PLAN REVIEWER: Scott Humphrey ARCHITECTURAL PME ITEMS 1. The scope of work for this project, as detailed on the City of Carlsbad Commercial Building Permit Application B-2 form, states the following: Construction of interior walls/partitions Wall fixtures Flooring Soffits Lighting/fixtures New store front New store front exterior Partial/new Electrical Mechanical Plumbing 2. Please provide the required information regarding the aforementioned "scope of work." Please review the items following this comment and remember this is not a complete list. The information provided is to assist the design professional. 3. Provide data on the proposed hazardous materials to be stored and used. Present the description of the hazardous materials in a format that coincides with the material classifications found in CBC Tables 307.1(1) and 307.1(2). Clearly show the types of hazardous materials being stored or used. Provide a list of the proposed hazardous materials; include the material safety data sheets (MSDS), if applicable. Clearly show the amounts for each type of hazardous material to be stored and in use. Clearly show the locations in the building where each type of hazardous material is being stored or used. Carlsbad CBC20 19-0368 August 22, 2019 Note: If hazardous materials are present in any amount, forward this information to the mechanical designer for design compliance With CIVIC Chapter 5. This is regarding the one page document provided detailing "Chemical Classification Summary Table" Sephora - The shoppes at Carlsbad... PLUMBING (2016 CALIFORNIA PLUMBING CODE) Provide calculations to show compliance with CPC Table 422.1 "Minimum Plumbing Facilities" and occupant load CPC Chapter 4 Table "A". Please include the occupancy classification and the number of occupants. Provide a plumbing material schedule on the plans describing the following systems: Potable water piping, the drain, waste, and vent piping, gas piping, and the roof drains. A complete review of the Private Building Sewer Systems will be done when the complete plans and calculations for the Private Building Sewer Systems are provided. Provide the site plumbing plans showing the locations of the gas and water meters, the pipe sizing, cleanouts, routes, and slopes for both the public and private sewer and storm drainage systems, and the site gas and water supply piping. Please provide complete on-site plumbing construction drawings for the private site water system, and private site building sewer system, private gas lines and storm water systems; showing the sizes and locations of the public & private gas meters and public & private water meters; and the sizes, routes, and slopes of the building sewer, storm drainage system, site gas lines, and site water lines. Please provide private building sewer and storm water profile drawings. MECHANICAL (2016 CALIFORNIA MECHANICAL CODE) Specify the make, model, type, and efficiency of the space heating and cooling systems in agreement with the energy design. Please provide the MECH-3-C forms showing the required mechanical ventilation rates for the new or revised conditioned spaces. Coordinate the mechanical and the Title 24 outside air design. Title 24 121(b) 2 & (d). ELECTRICAL (2016 CALIFORNIA ELECTRICAL CODE) Provide a single line diagram for the new service. Include the following information: Number of meters. 0 Service electrical description: (amperes, phase and voltage). Carlsbad CBC20 19-0368 August 22, 2019 Feeder overcurrent device and conductor sizing. Specify the Utility fault current available at the service equipment. For fault current mitigation, describe the electrical distribution equipment design as "engineered", "fully rated" or "series rated". Include the AIC specification rating of overcurrent devices throughout the system. Grounding and bonding details. ENERGY (2016 CALIFORNIA BUILDING ENERGY STANDARDS) The following comments have referenced sections in the Energy Standards. If a section reference begins: 110; 120; or 130, it is mandatory. Section 140 refers to Prescriptive Method of Compliance. For plans submitted for plan check on or after 1/02/17, provide an energy design detailing compliance with the Mandatory Measures and either the Performance or Prescriptive Methods of compliance. The Prescriptive design and the latest Performance software programs are available at: www.enerqy.ca.Qov/t1t1e24/20165tandards A complete energy plan check will be performed after completed and/or the corrected energy design has been provided. Alterations and Additions: Additions shall meet the applicable requirements of Sections 110.0 through 130.5 in the Energy Standards. Please review and provide a complying design on the plans. Exceptions include: Existing mechanical systems, duct sealing, and roof specifications. See ES 141.0 for complete information. Alternations shall meet the applicable requirements of Sections 110.0 through 110.9, Sections 120.0 through 120.6, and Section 120.8 through 130.5 in the Energy Standards. Please review Section 141.0(b) for complete design requirements. Prescriptive duct sealing required for altered space conditioning equipment or duct modifications per 141.0(a), exception 3 and 141 .0(b)2D. For the altered lighting, please provide the Table 141.0-E control designs. Note: If you have any questions regarding this Electrical, Plumbing, Mechanical, and Energy plan review list please contact Scott Humphrey at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. A 448 South Hill Street, Suite 808, Los Angeles, CA 90013 SA R GENT[ 0.310.437.8204 September 13, 2019 Dennis Grubb Dennis Grubb & Associates 6560 Van Buren Blvd, Suite B Riverside, CA 92503 Re: Commercial Tenant Improvement Sephora: The Shoppes at Carlsbad 2525 El Camino Real Carlsbad, CA 92008 DGA Number: C9343 Carlsbad Permit Number: CBC2019-0368 RECEIVED SEP26 2019 CITY OF CARLSBPD BUILDING DIVISION This letter is in response to Dennis Grubb and Associates Plan Corrections (Fire) dated August 15, 2019 for Carlsbad Permit Number: CBC2019-03688. All corrections have been addressed and included on this resubmittal. Documentation revisions are noted in red font. Enclosed Documents: Chemical Classification Summary Table, Chemical classification shall identify quantity of all liquid in gallons Response: Liquid quantities has been clarified in the enclosed, revised Chemical Classification Summary Table. Chemical classification shall identify quantity of all aerosols in pounds. Response: Aerosol quantities has been clarified in the enclosed, revised Chemical Classification Summary Table. Chemical classification shall identify hazardous classification as defined by the CFC. For flammable liquid it is based on flash point and boiling point; either 1A, 1B, or 1C. For Aerosol it is based on heats of combustion; either Level 1, Level 2, or Level 3. Revise the chemical classification and reflect the proper classification. Response: Hazardous Classification has been clarified in the enclosed, revised Chemical Classification Summary Table Identify the maximum storage height of flammable liquids. Response: Storage height has been identified in the enclosed, revised Chemical Classification Summary Table. Scott De Lello Sargent! Architects sdelello@sargarch.com 310.437.8205 SARGENTI ARCHITECTS Pagel 9/13/2019 Revision 1: Project Address/Location: I September 13, 201 StPHORA - THE SHOPPES AT CARLSBAD; 2525 EL CAM INO REAL, SPACE 214 I (All revisions show Red font) CHEMICAL CLASSIFICATION SUMMARY TABLE COMMON CHEMICAL % CONCENTRA- MATERIAL STATE QUANTITY QUANTITY IN LOCATION HAZARDOUS NAME NAME TION CAS # (LIQUID! STORED USE (OPEN! (STORAGE& CLASSIFICA- SOLID! GAS) CLOSED) USE) TIONS Various ethyl alcohol 30-90% 64-17-5 liquid 50 gallons Retail Sales/back Class 1-13 Fragrances of house Store: 4'-O" AFF Max flammable liquid various nail acetone 30-60% 67-64-1 liquid 50 gallons Retail Sales/back Class 1-13 polish of house flammable liquid Store: 4'-0" AFF Max various nail acetone 30-60% 67-64-1 liquid 50 gallons Retail Sales/back Class 1-13 polish remover of house Store: 4'-0 AFF Max flammable liquid combustible dimethyl ether unknown 115-10-6 liquid 50 gallons Retail Sales/back Class 1-C body of house Icombustible liquid mists/sprays Store: 4'0" AFF Max various aerosol 5-30% depends on gas 112,000 lbs 200 Retail Sales/back Level 1 aerosol cans propellant propellant cubic feet of house Aerosol Store: 4'-0" AFF Max Flammable Butylene unknown 107-88-0 liquid 50 gallons Retail Sales/back 'Class 1-C liquid makeup glycol of house flammable liquid Store: 4'-OAFFMax RECEIVEC EP 7019 CITY OF CARLSBAD. BUll DING DIVISION %4-5%o. 'ECLIPSE ENGINEERING ECLIPSE- ENGINEERING. Co M September 19, 2019 City of Carlsbad, Development Services Attn: Abe Doliente I Scott Humphrey 4906 Chacer Ave. San Diego, CA 92120 Sephora - The Shoppes at Carlsbad - 2525 El Camino Real - Spate #L.I.'+ Carlsbad, CA 92008 EEl Project Number: 19-06-136 Carlsbad Plan Check Number: CBC2019-0368 To Whom It May Concern: This letter was prepared to assist your review of our responses to the comments generated by the Carlsbad Development Services. Please note that Eclipse Engineering is only re-submitting structural details for the stockroom shelving. All other submittal requirements shall be provided by the project architect or their consultants. Please also reference the approved plan check number for the architectural tenant improvement, CBC2019-0318. Plans: 1. Duly Noted. Duly Noted. Duly Noted, but there is no Title Sheet of the plans. We are only submitting sheet 11". This was handled under approved TI Plan Check # 2019-0318. This was handled under approved TI Plan Check # 2019-0318. Duly Noted, there will be some Hazardous Materials stored in small quantities. We added the note to detail sheet 111", above the Partial Plan Layout. Duly Noted, please reference the attached list. This was handled under approved TI Plan Check # 2019-0318. This was handled under approved TI Plan Check # 2019-0318. This was handled under approved TI Plan Check # 2019-0318. This was handled under approved TI Plan Check # 2019-0318. This was handled under approved TI Plan Check # 2019-0318. This was handled under approved TI Plan Check# 2019-0319- This was handled under approved TI Plan Check This was handled under approved TI Plan Check CBC20190368 2525 EL CAMINO REAL #214 SEPHORA: HIGH PILE SHELVING MISSOULA WHITEFISH SPOKANE (408) 7215733 (408882-3715 (509)921 1563020900 9/2712019 CBC20I 9-0368 Re: EXP 9/30/20 This was handled under approved TI Plan Check # 2019-0318. This was handled under approved TI Plan Check # 2019-0318. This was handled under approved TI Plan Check # 2019-0318. This was handled under approved TI Plan Check # 2019-0318. Duly Noted. Duly Noted, no additional changes were made. Duly Noted. Eclipse Engineering has only reviewed the structural components within our scope of services, and we do not take any responsibility for any other portion of the project or plan submittal. Please feel free contact us at (541) 389-9659 with any questions on this portion of the project. Sincerely, Eclipse Engineering Nick Burnam Project Ma ager Bend, Oregon (541) 389-9659 Enclosed: shelving calculations, detail sheet r V Sephora - Carlsbad Premium Outlets Pipp P0 43534 Carlsbad, CA Page 2 of 2 §.. 5. 00o- E C L I P S E ECLIPSE- ENGINEERING.CO ENGINEERING Structural Calculations Steel Stockroom Shelving By Pipp Mobile Storage Systems Inc. PIPP PO#43534 SO# 101026 Sephora The Shoppes at Carlsbad 2525 El Camino Real - Space #214 Carlsbad, California 92008 Prepared For: Pipp Mobile Storage Systems Inc. 2966 Wilson Drive NW Walker, MI 49544 Please note: The calculations contained within justify the seismic resistance of the shelving for both vertical and lateral forces as required by: the 2016 California Building Code, ASCE 7-10 and ANSI/RMI-MI 16.1 (2012). These storage shelves are not accessible to the general public. MISSOULA WHITEFISH SPOKANE BEND PORTLAND (406) 721-5733 (408)802-3115 (509) 621-1131 (641)33%M (5W)395-1M ECLI PSE Sephora 6/19/2019 E N G I N E E R I N G Carlsbad, California NSB PIPP MOBILE STORAGE SYSTEMS INC. STEEL STORAGE SHELVING - LIGHT RETAIL CODES: Current Editions of the: IBC & CBC & ASCE 7 & RMI Design Inputs: Steel Storage Shelving: 4-SHELF FIXED UNITS Shelving Geometry - Height of Shelving Unit = 8.0 ft Steel Yield Stress = 33 ksi Width of Shelving Unit = 4.0 ft Modulus of Elast. = 29000 ksi Depth of Shelving Unit = 3.0 ft Eff. Lx Factor = 1.7 Number of Shelves/Unit = 4 Unbraced Length,x = 31.0 •in Vertical Shelf Spacing = 31.0 in Unbraced Length,y = 31.0 in Back to Back Units? YES Type of Post? 14ga Upright Posts Included Units, Fixed? Mobile? YES NO Type of Beam? DRL Low Profile Number of Units per Track? NA Top Shelf Loaded? YES Anchor Spacing? 22.50 in Intermediate Anchor: Double Shelving Loading - Live Load per Shelf = 26.50 psf Display On Plaque Near Shelving Units Maximum Weight per Shelf = 175 lbs Per 48 in. x 18 in. Shelf Dead Load per Shelf = 1.5 psf Wire Grid Shelf Material Weight of Each Post = 5.9 lbs Shelving is NOT accessible to public Weight of Mobile Carriage = 0 lbs Floor Load Calculations: Total Load on Each Post = 174 lbs Ground Fir Conc Slab Total Load On Each Unit = 1391 lbs 2500 psi NWC Concrete Floor Area Load = 14.0 ft2 3/8"4 KB-TZ w/ 2.313" Embedment Allowable Floor Loading = 100 psf I Floor Load Under Shelf = 99 psf 10K FOR loopsf RETAIL FLOOR LOADING Seismic Information - Risk Category = II Not Open to the Public SDC: D Seismic Importance Factor (lE) = 1.0 Site Class = D Worst Case Assumed Mapped Accel. Parameters: Ss = 1.113 Fa = 1.055 Sms = 1.174 Sds = 0.783 Si = 0.428 Fv = 1.572 Smi = 0.673 Sd1 = 0.449 Structural System: ASCE 7 Section 15.5.3 Steel Storage Shelving: R = 4 ap = 2.5 Ip = 1.0 Average Roof Height = 20 ft 0'-0" For Ground Floor Location Height of Base Attachment = 0 ft Ground Floor Shear Coeff Boundaries = Vmin = 0.034 Vmax = 0.196 I Design Base Shear Coeff = Vt = 0.137 lAdjusted For ASD 1/28 ECLI PSE Sephora 6/19/2019 E N G I N E E R I N G Carlsbad, California NSB Lateral Force Distribution: per ASCE 7 Section 15.5.3.3 Total Dead Load per Level = 29.8 lbs Total Live Load per Level = 318 lbs Lateral DL Force per Level = 4.1 lbs Lateral LL Force per Level = 43.6 lbs 67% of LL Force per Level = 29.2 lbs Total DL Base Shear = 16.3 lbs Total LL Base Shear = 174.2 lbs LC1: Each Level is Loaded to 67% of its Live Weight Cumulative Moment: 61204 in-lbs I Total Base Shear = 133.1 lbs iControlling Load Case By Inspection Height: Load: % Per Shelf: Lateral Force/Shelf: h1 = 3 in 243 lbs 1.2% F1 = 1.6 lbs h2 = 70 in 243 lbs 27.8% F2 = 37.0 lbs h3 = 83 in 243 lbs 32.9% F3 = 43.8 lbs M = 96 in 243 lbs 38.1% F4 = 50.7 lbs h5 = 0 in 0 lbs 0.0% F5 = 0.0 lbs h6 = 0 in 0 lbs 0.0% F6 = 0.0 lbs h7 = 0 in 0 lbs 0.0% F7 = 0.0 lbs h8 = 0 in 0 lbs 0.0% F8 = 0.0 lbs h9 = 0 in 0 lbs 0.0% F9 = 0.0 lbs h10 = 0 in 0 lbs 0.0% F1O = 0.0 lbs hil = 0 in 0 lbs 0.0% Fli = 0.0 lbs h12 = 0 in 0 lbs 0.0% F12 = 0.0 lbs h13 = 0 in 0 lbs 0.0% F13 = 0.0 lbs h14= 0in 01bs 0.0% F14= 0.0 lbs h15 = 0 in 0 lbs 0.0% F15 = 0.0 lbs h16 = 0 in 0 lbs 0.0% F16 = 0.0 lbs h17 = 0 in 0 lbs 0.0% F17 = 0.0 lbs h18 = 0 in 0 lbs 0.0% F18 = 0.0 lbs h19 = 0 in 0 lbs 0.0% F19 = 0.0 lbs 1120 = 0 in 0 lbs 0.0% F20 = 0.0 lbs Sum = 100% Total = 133.1 lbs LC 2: Top Level Only is Loaded to 100% of its Live Weight Total Base Shear = 59.9 lbs Does Not Control By inspection, the force distribution for intermediate level without live load (case 2) is negligible. Calculate the moment for each column based on the total seismic base shear for each shelf being loaded to 67% of it's allowable live weight. The column at the center of the shelving system is the worst case for this condition. 2/28 E C L I P S E Sephora 6/19/2019 E N G I N E E R I N G Carlsbad, California NSB Column Calculations - Combined Bending and Axial Post Type: Double Rivet "1" or "T" Post Width = 1.5 in r = 0.470 in Depth = 1.5 in S = 0.044 in3 Thickness = 0.075 in l = 0.049 in4 A= 0.217 in2 Column Bending Calculations - Max Column Moment = 45.9 ft-lbs Allowable Bending Stress = 19.8 ksi Bending Stress on Column = 12.4 ksi IBending Stress OK I Column Deflection Calculations - Max Deflection = 1.176 in Deflection Ratio = 82 Allowable Deflection = 4.8 in Shelf Rivet Connection - Diameter of Rivet = 0.25 in Shear on Each Rivet = 367.0 lbs Bearing Capacity of Rivet = 519.8 Ilbs Allowable Shear Stress = 13.5 ksi Shear Stress on Rivet = 7.5 ksi Column Axial Calculations - Per "L" Post DL+PL= 174 lbs DL+PL+EQ= 172 lbs At Top of Unit L/i Max Deflection = 5% of Height IDeflection OK I IBeáring Stress OK I IShear Stress OK I RMI Load Combination #1 RMI Load Combination #6 Column Capacity Calculations - Controlling Buckling Stress = 6.7 ksi Allowable Comp. Stress = 6.7 ksi Factor of Safety for Comp. = 1.80 Nominal Column Capacity = 1455 lbs Allowable Column Capacity = 808 lbs Static Axial Load on Column = 174 lbs lAxial Load OK I Combined Bending And Axial Forces - Critical Buckling Load = 5019 lbs Axial Stress Unity = 0.213 Magnification Factor = 0.938 Bending Stress Unity = 0.569 Cm = 0.85 I Combined Stress Unity = 0.782 I IColumn is Adequate I 3/28 NZ 50#0 ECLIPSE Sephora 6/19/2019 ENGINEERING Carlsbad, California NSB Overturning and Anti-Tip Calculations Overturning Forces - Total Weight = 971 lbs Load Case 1: Dead Load + 67% Live Load Total Lateral Force = 133 lbs I Overturning Force = 925 ft*lbs iControlling Overturning Force Total Weight = 437 lbs Load Case 2: Dead Load + 100% Top Shelf Total Lateral Force = 60 lbs I Overturning Force = 456 ft*lbs IDoes Not Control Tension Force per Anchor = 35 lbs Per Side of Unit Shear Force per Anchor = 33 lbs USE: POST INSTALLED ANCHOR BOLTS / LAG SCREWS AS REQUIRED FOR FLOOR NOTED BELOW Allowable Tension Force = 753 lbs 2500 psi NWC Concrete Allowable Shear Force = 718 lbs 3/8"4 KB-TZ w/ 2.313" Embedment Vertical Seismic Force = 53.2 lbs Overstrength Factor = 2 For Anchoring to Concrete I Combined Loading = 0.093 I IFloor anchors are adequate I Anti-Tip Track Design - Type of Anti-Tip Device = NONE Tension per Unit = N/A lbs ______________________________ Capacity of Screws to Carriage = N/A lbs IN/A I Anti-Tip Peg Yield Stress = 27 ksi Steel F = 36 ksi F = 58 ksi Thickness Anti-Tip Peg Head = 0.09 in Width of Anti-Tip Peg Head = 0.43 in Section Modulus of Peg Head = 0.0006 in3 Allowable Stress on Leg = N/A ksi Bending Stress on Leg = N/A ksi I Anti-Tip Stress Unity = N/A I IN/A I Section Modulus of Track = 0.093 in3 Spacing of Track A.B's = 22.50 in Allowable Alumn. Stress = 21 ksi 6061-16 F, = 35 ksi = 38 ksi Bending Stress on Track = N/A ksi I Track Stress Unity = N/A I IN/A I 4/28 "100EC LI PS E Sephora 6/19/2019 N-owe E N G I N E E R I N G Carlsbad, California NSB Shelf Beam Calculations Shelf Beam Calculations: DRI Low Profile Steel Yield Stress= 33 ksi Shelf DL = 1.5 psf Modulus of Elast. = 29000 ksi Shelf LL = 26.50 psf Beam Type: DRL Low Profile Area of Beam= 0.264 1n2 Section Modulus of Beam = 0.098 in3 Moment of Inertia of Beam = 0.072 in4 Shelf Width = 4.0 ft Allowable Bending Stress = 19.8 ksi Shelf Depth = 1.5 ft Allowable Shear Stress = 13.2 ksi Total Load/Shelf = 168 lbs Distributed Load = 21 plf Maximum Design Moment = 42.0 ft-lbs Maximum Design Shear = 42.0 lbs Beam Bending Stress = 5.2 ksi Bending Stress Unity = 0.261 IBending Stress OK I Beam Shear Stress = 0.16 ksi Shear Stress Unity = 0.012 _________ IShear Stress OK I Max Allowable Deflection = 0.267 in L/180 Maximum Beam Deflection = 0.058 in IDeflection OK I Shelf Beam Rivet Check: Diameter of Rivet = 0.25 in Post Moment Shear on Rivet = 367.0 lbs Beam Shear on Rivet = 21.0 lbs Resultant Shear = 367.6 lbs Bearing Capacity of Rivet = 519.8 lbs Allowable Shear Stress = 9.6 ksi Shear Stress on Rivet = 7.5 ksi iBearing Stress OK I IShear Stress OK I 5/28 E( LI PS E Sephora 6/19/2019 E N G I N E E R I N G Carlsbad, California NSB Wall Supported Unit Calculations Seismic Force at Top of Units - Average Roof Height = 20.0 ft Height of Attachment = 8.0 ft Shear Coeff Boundaries = Vmin = 0.235 Vmax = 1.252 I Design Base Shear Coeff = Vt = 0.252 lAdjusted For ASD Total Weight per Unit = 466 lbs Lateral Force at Top/Bottom = 59 lbs Standard Stud Spacing = 16 in Wall Connections per Unit = 3 Tek Screw Capacity = 84 lbs Tension Cap. for #10 Screw in 20ga Stud Force Per Connection = 20 lbs Iscrew Capacity OK I Seismic Uplift Force on Each Shelf Seismic Uplift on Shelves - Vertical Seismic Component = 52.6 lbs Vertical Dead Load per Shelf = 336.0 lbs Connection Points per Shelf = 4.0 Each Corner Net Uplift Load per Shelf = -149.0 lbs I Uplift Forcer per Connection = -37.3 lbs I Rivet Connection OK I 6/28 E C L PS E Sephora 6/19/2019 E N G I N E E R I N G Carlsbad, California NSB Light Gage Steel Stud Wall Framing Stud Design Data - Height of Wall Studs = 16.0 ft Int. Non-Brg - Worst Case Ht Assumed Location of Point Load = 8.0 ft Design Lateral Load = 19.5 lbs From Shelving Unit Additional Lateral Load = 5.0 psf Interior Seismic Force Design Axial Load = 85.3 lbs Dead Load of Wall Framing Spacing of Studs = 16.0 in TRY: 3-5/8" x 1-5/8" x 20ga Studs @ 16" o.c. (Worst Case Assumed) Width = 3.625 in rx = 1.450 in Depth = 1.625 in ry = 0.616 in Thickness = 0.035 in Sx = 0.268 in3 Fy = 33 ksi lx = 0.551 in4 E = 29000 ksi Ap = 0.262 in2 K = 1.0 Unbraced Length X = 16 ft Unbraced Length V = 4 ft Stud Capacity - Buckling Stress, X = 16.32 ksi Buckling Stress, V = 47.14 ksi Allowable Buckling Stress = 16.32 ksi Nominal Axial Strength = 4277 lbs Factor of Safety = 1.92 Allowable Axial Load = 2228 lbs Maximum Design Moment = 291.5 ft-lbs Maximum Design Shear = 63.1 lbs Allowable Bending Stress = 21.78 ksi Actual Bending Stress = 13.05 ksi Allowable Shear Stress = 13.20 ksi Actual Shear Stress = 0.24 ksi Allowable Axial Stress = Actual Axial Stress = 8.50 ksi 0.33 ksi I Combined Stress Unity = 0.64 I iBending Stress OK I IShear Stress OK I lAxial Stress OK I ICombined Stress OK 7/28 Sephora 6/19/2019 E C L I P S E E N G I N E E R I N G Carlsbad, California NSB Slab Bearing & Uplift Calculations Slab Design Properties - Minimum Concrete Strength = 2500 psi Assumed Thickness of Concrete Slab = 4 in Assumed Weight of Concrete Slab = 50 psf Allowable Bearing Pressure = 500 psf Assumed Bearing Loads On Post = 24 lbs 318 lbs 308 lbs Uplift Loads on Post = 70 lbs Slab Bearing Capacity - Depth of Post on Slab = 1.5 in Factored Bearing Load = 978 lbs Required Bearing Area = 187.24 in2 Dead Load Live Load EQ. Load Resultant Uplift 13.68 inches per side Critical Section = 4.09 in For Bending Soil Pressure on Crit. Section = 752.0 plf Along Critical Length Section Modulus = 32.0 in3 Plain Concrete per Foot Shear Area = 22 un Conc. Shear Stress = 11.1 psi Allowable Shear Stress = 73.2 psi IShear Stress = Conc. Bending Stress = 16.4 psi __________ Allowable Bending Stress = 137.5 psi IBending Stress OK I Slab Uplift Capacity - Required Area to Resist Uplift = 2.33 ft2 Length of Slab Req'd = 0.29 ft Assume Required Area / Full Shelf Width Worst Case Length of Slab = 1.50 ft Maximum Length Required Distance to Anchor Bolt = 0.75 ft Length of Ift Strip = 1.50 ft Length Safety Factor: 2.00 Shear Force on lft Strip = 105.0 lbs Allowable Shear Force = 1760.0 lbs IShear OK I Bending Moment on ift Strip = 78.8 ft-lbs Allowable Bending Moment = 366.7 ft-lbs IBending OK 8128 ECLI PS Sep1 6/19/2019 E N G I N E E R I N G Carlsbad, California NSB PIPP MOBILE STORAGE SYSTEMS INC. STEEL STORAGE SHELVING - LIGHT RETAIL CODES: Current Editions of the: IBC & CBC & ASCE 7 & RMI Design Inputs: Steel Storage Shelving: 9-SHELF FIXED UNITS Shelving Geometry - Height of Shelving Unit = 8.0 ft Steel Yield Stress = 33 ksi Width of Shelving Unit = 4.0 ft Modulus of Elast. = 29000 ksi Depth of Shelving Unit = 3.0 ft Eff. Lx Factor = 1.7 Number of Shelves/Unit = 9 Unbraced Length,x = 11.6 in Vertical Shelf Spacing = 11.6 in Unbraced Length,y = 11.6 in Back to Back Units? YES Type of Post? 14ga Upright Posts Included Units, Fixed? Moblie? YES NO Type of Beam? DRL Low Profile Number of Units per Track? NA Top Shelf Loaded? YES Anchor Spacing? 22.50 in Intermediate Anchor: Double Shelving Loading - Live Load per Shelf = 11.00 psf Display On Plaque Near Shelving Units Maximum Weight per Shelf = 70 lbs Per 48 in: x 18 in. Shelf Dead Load per Shelf = 1.5 psf Wire Grid Shelf Material Weight of Each Post = 5.9 lbs Shelving is NOT accessible to public Weight of Mobile Carriage = 0 lbs Floor Load Calculations: Total Load on Each Post = 175 lbs Ground FIr Conc Slab Total Load On Each Unit = 1397 lbs 2500 psi NWC Concrete Floor Area Load = 14.0 ft2 3/8"4 KB-TZ w/ 2.313" Embedment Allowable Floor Loading = 100 psf I Floor Load Under Shelf = 100 psf 10K FOR loopsf RETAIL FLOOR LOADING Seismic Information - Risk Category = II Not Open to the Public SDC: D Seismic Importance Factor (lE) = 1.0 Site Class = D Worst Case Assumed Mapped Accel. Parameters: * Ss = 1.113 Fa = 1.055 Sms = 1.174 Sds = 0.783 Si = 0.428 Fv = 1.572 Sm1 = 0.673 Sd1 = 0.449 Structural System: ASCE 7 Section 15.5.3 Steel Storage Shelving: R = 4 ap = 2.5 Ip = 1.0 Average Roof Height = 20 ft 0'-0" For Ground Floor Location Height of Base Attachment = 0 ft Ground Floor Shear Coeff Boundaries = Vmin = 0.034 Vmax = 0.196 I Design Base Shear Coeff = Vt = 0.137 lAdjusted For ASD 9/28 ECLIPSE Sephora 6/19/2019 ENGINEERING Carlsbad, California NSB Lateral Force Distribution: per ASCE 7 Section 15.5.3.3 Total Dead Load per Level = 23.3 lbs Total Live Load per Level = 132 lbs Lateral DL Force per Level = 3.2 lbs Lateral LL Force per Level = 18.1 lbs 67% of LL Force per Level= 12.1 lbs Total DL Base Shear = 28.7 lbs Total LL Base Shear = 162.7 lbs LC1: Each Level is Loaded to 67% of its Live Weight Cumulative Moment: 49758 in-lbs I Total Base Shear = 137.7 lbs iControlling Load Case By Inspection Height: Load: % Per Shelf: Lateral Force/Shelf: hi = 3 in 112 lbs 0.7% Fl = 0.9 lbs h2 = 15 in 112 lbs 3.3% F2 = 4.5 lbs h3 = 26 in 112 lbs 5.9% F3 = 8.1 lbs 114 = 38 in 112 lbs 8.5% F4 = 11.7 lbs h5 = 50 in 112 lbs 11.1% F5 = 15.3 lbs h6 = 61 in 112 lbs 13.7% F6 = 18.9 lbs V = 73 in 112 lbs 16.3% F7 = 22.5 lbs h8= 84 in 112 lbs 18.9% F8 = 26.1 lbs h9 = 96 in 112 lbs 21.5% F9 = 29.7 lbs h10 = 0 in 0 lbs 0.0% F10 = 0.0 lbs hll = 0 in 0 lbs 0.0% Fli = P.O lbs h12 = 0 in Olbs 0.0% F12 = 0.0 lbs h13 = 0 in 0 lbs 0.0% F13 = 0.0 lbs h14 = 0 in 0 lbs 0.0% F14 = 0.0 lbs h15 = 0 in 0 lbs 0.0% F15 = 0.0 lbs h16 = 0 in 0 lbs 0.0% F16 = 0.0 lbs h17 = 0 in 0 lbs 0.0% F17 = 0.0 lbs h18 = 0 in 0 lbs 0.0% F18 = 0.0 lbs h19 = 0 in 0 lbs 0.0% F19 = 0.0 lbs h20 = 0 in 0 lbs 0.0% F20 = 0.0 lbs Sum = 100% Total = 137.7 lbs IC 2: Top Level Only is Loaded to 100% of its Live Weight Total Base Shear = 46.7 lbs Does Not Control By inspection, the force distribution for intermediate level without live load (case 2) is negligible. Calculate the moment for each column based on the total seismic base shear for each shelf being loaded to 67% of it's allowable live weight. The column at the center of the shelving system is the worst case for this condition. 10/28 0.1 ETLI P S E Sephora 6/19/2019 E N G I N E E R I N G Carlsbad, California NSB Column Calculations - Combined Bending and Axial Post Type: Double Rivet "L" or "T" Post Width = 1.5 in r = 0.470 in Depth = 1.5 in S = 0.044 in3 Thickness = 0.075 in l = 0.049 in4 A= 0.217 in2 Column Bending Calculations - Max Column Moment = 8.3 ft-lbs Allowable Bending Stress = 19.8 ksi Bending Stress on Column = 2.2 ksi IBending Stress OK I Column Deflection Calculations - Max Deflection = 0.036 in Deflection Ratio = 2703 Allowable Deflection = 4.8 in Shelf Rivet Connection - Diameter of Rivet = 0.25 in Shear on Each Rivet = 66.2 Ilbs Bearing Capacity of Rivet = 519.8 lbs Allowable Shear Stress = 13.5 ksi Shear Stress on Rivet = 1.3 ksi Column Axial Calculations - Per "L" Post DL+PL= 175 lbs DL + PL + EQ = 137 lbs At Top of Unit L/L Max Deflection = 5% of Height IDeflection OK I IBearine Stress OK I IShear Stress OK I RMI Load Combination #1 RMI Load Combination #6 Column Capacity Calculations - Controlling Buckling Stress = 24.1 ksi Allowable Comp. Stress = 21.7 ksi Factor of Safety for Comp. = 1.80 Nominal Column Capacity = 4113 lbs Allowable Column Capacity = 2285 lbs ___________ Static Axial Load on Column = 175 lbs lAxial Load OK I Combined Bending And Axial Forces - Critical Buckling Load = 35690 lbs Axial Stress Unity = 0.060 Magnification Factor = 0.991 Bending Stress Unity = 0.097 Cm = 0.85 I Combined Stress Unity = 0.157 I IColumn is A=dequate 11/28 ECLIPSE Sephora 6/19/2019 ENGINEERING Carlsbad, California NSB Overturning and Anti-Tip Calculations Overturning Forces - Total Weight = 1005 lbs Load Case 1: Dead Load + 67% Live Load Total Lateral iForce = 138 lbs I Overturning Force =. 777 ftibs iControlling Overturning Force Total Weight = 341 lbs Load Case 2: Dead Load + 100% Top Shelf Total Lateral Force = 47 lbs I Overturning Force = 287 ft*lbs IDoes Not Control Tension Force per Anchor = 6 lbs Per Side of Unit Shear Force per Anchor = 34 lbs USE: POST INSTALLED ANCHOR BOLTS / LAG SCREWS AS REQUIRED FOR FLOOR NOTED BELOW Allowable Tension Force = 753 lbs 2500 psi NWC Concrete Allowable Shear Force = 718 lbs 3/8"4 KB-TZ w/ 2.313" Embedment Vertical Seismic Force = 55.1 lbs Overstrength Factor = 2 For Anchoring to Concrete I Combined Loading = 0.017 I IFloor anchors are adequate I Anti-Tip Track Design - Type of Anti-Tip Device = NONE Tension per Unit = N/A lbs Capacity of Screws to Carriage = N/A lbs IN/A I Anti-Tip Peg Yield Stress = 27 ksi Steel F = 36 ksi Fu = 58 ksi Thickness Anti-Tip Peg Head = - 0.09 in Width of Anti-Tip Peg Head = 0.43 in Section Modulus of Peg Head = 0.0006 in3 Allowable Stress on Leg = N/A ksi Bending Stress on Leg = N/A ksi I Anti-Tip Stress Unity = N/A I IN/A I Section Modulus of Track = 0.093 in3 Spacing of Track A.B's = 22.50 in Allowable Alumn. Stress = 21 ksi 6061-T6 Fty = 35 ksi F, = 38 ksi Bending Stress on Track = N/A ksi I Track Stress Unity = N/A I IN/A I 12/28 ECLI PS Sephora 6/19/2019 E N G I N E E R I N G Carlsbad, California NSB Shelf Beam Calculations Shelf Beam Calculations: DRL Low Profile Steel Yield Stress= 33 ksi Modulus of Elast. = 29000 ksi Beam Type: DRL Low Profile Area of Beam = 0.264 in2 Section Modulus of Beam = 0.098 in3 Moment of Inertia of Beam = 0.072 in4 Shelf Width = 4.0 ft Shelf Depth = 1.5 ft Total Load/Shelf = 75 lbs Distributed Load = 9.375 plf Shelf DL = 1.5 psf Shelf LL = 11.00 psf Allowable Bending Stress = 19.8 ksi Allowable Shear Stress = 13.2 ksi Maximum Design Moment = Maximum Design Shear = Beam Bending Stress = Bending Stress Unity = Beam Shear Stress = Shear Stress Unity = Max Allowable Deflection = Maximum Beam Deflection = 18.8 ft-lbs 18.8 lbs 2.3 ksi 0.116 0.07 ksi 0.005 0.267 in 0.026 in Bending Stress OK I IShear Stress OK I L/180 IDeflection OK I Shelf Beam Rivet Check: Diameter of Rivet = 0.25 in Post Moment Shear on Rivet = 66.2 lbs Beam Shear on Rivet = 9.4 lbs Resultant Shear= 66.9 lbs Bearing Capacity of Rivet = 519.8 lbs Allowable Shear Stress = 9.6 ksi Shear Stress on Rivet = 1.4 ksi Bearing Stress OK I IShear Stress OK I 13/28 E(LI PSE Sephora 6/19/2019 E N G I N E E R I N G Carlsbad, California NSB Wall Supported Unit Calculations Seismic Force at Top of Units - Average Roof Height = 20.0 ft Height of Attachment = 8.0 ft Shear Coeff Boundaries = Vmin = 0.235 Vmax 1.252 I Design Base Shear Coeff = Vt = 0.252 lAdjusted For ASD Total Weight per Unit = 468 lbs Lateral Force at Top/Bottom = 59 lbs Standard Stud Spacing = 16 in Wall Connections per Unit = 3 Tek Screw Capacity = 84 lbs Force Per Connection = 20 lbs Tension Cap. for #10 Screw in 20ga Stud IScrew Capacity OK I Seismic Uplift Force on Each Shelf Seismic Uplift on Shelves - Vertical Seismic Component = 23.5 lbs Vertical Dead Load per Shelf = 150.0 lbs Connection Points per Shelf = 4.0 Each Corner Net Uplift Load per Shelf = -66.5 lbs I Uplift Forcer per Connection = -16.6 lbs Rivet Connection OK I 14/28 Z 550- E(LI P S E Sephora 6/19/2019 E N G I N E E R I N G Carlsbad, California NSB Light Gage Steel Stud Wall Framing Stud Design Data - Height of Wall Studs = 16.0 ft Int. Non-Brg - Worst Case Ht Assumed Location of Point Load = 8.0 ft Design Lateral Load = 19.6 lbs From Shelving Unit Additional Lateral Load = 5.0 psf Interior Seismic Force Design Axiall Load = 85.3 lbs Dead Load of Wall Framing Spacing of Studs = 16.0 in TRY: 3-5/8" x 1-5/8" x 20ga Studs @ 16" o.c. (Worst Case Assumed) Width = 3.625 in Depth = 1.625 in Thickness = 0.035 in Fy= 33 ksi E = 29000 ksi K= 1.0 rx= 1.450 in ry = 0.616 in Sx = 0.268 in3 Ix = 0.551 in4 Ap = 0.262 in2 Unbraced Length X = 16 ft Unbraced Length V = 4 ft Stud Capacity - Buckling Stress, X = 16.32 ksi Buckling Stress, V = 47.14 ksi Allowable Buckling Stress = 16.32 ksi Nominal Axial Strength = 4277 lbs Factor of Safety = 1.92 Allowable Axial Load = 2228 lbs Maximum Design Moment = 291.8 ft-lbs Maximum Design Shear = 63.1 lbs Allowable Bending Stress = 21.78 ksi Actual Bending Stress = 13.07 ksi Allowable Shear Stress = 13.20 ksi Actual Shear Stress = 0.24 ksi Allowable Axial Stress = Actual Axial Stress = 8.50 ksi 0.33 ksi I Combined Stress Unity = 0.64 I iBending Stress OK I IShear Stress OK I lAxial Stress OK I iCombined Stress OK 15/28 E( LI PS E Sephora 6/19/2019 NNoo- E N G I N E E R I N G - Carlsbad, California NSB Slab Bearing & Uplift Calculations Slab Design Properties - Minimum Concrete Strength = 2500 psi. Assumed Thickness of Concrete Slab = 4 in Assumed Weight of Concrete Slab = 50 psf Allowable Bearing Pressure = 500 psf Assumed Bearing Loads On Post = 46 lbs Dead Load 297 lbs Live Load 259 lbs EQ Load Uplift Loads on Post = 12 lbs Slab Bearing Capacity - Depth of Post on Slab = 1.5 in Factored Bearing Load = 901 lbs Required Bearing Area = 173.47 in2 Critical Section = 3.84 in Soil Pressure on Crit. Section = 747.7 plf Section Modulus = 32.0 in3 Shear Area = 22 in Conc. Shear Stress = 10.2 psi Allowable Shear Stress = 73.2 psi Conc. Bending Stress = 14.3 psi Allowable Bending. Stress = 137.5 psi Resultant Uplift 13.17 inches per side For Bending Along Critical Length Plain Concrete per Foot IShear Stress OK I iBending Stress OK I Slab Uolift Caoacit Required Area to Resist Uplift = 0.41 ft2 Length of Slab Req'd = 0.05 ft Worst Case Length of Slab = 1.50 ft Distance to Anchor Bolt = 0.75 ft Length of ift Strip = 1.50 ft Shear Force on Ift Strip = 105.0 lbs Allowable Shear Force = 1760.0 lbs Bending Moment on ift Strip = 78.8 ft-lbs Allowable Bending Moment = 366.7 ft-lbs Assume Required Area / Full Shelf Width Maximum Length Required Length Safety Factor: 2.00 IShearOK I IBendingOK = 16/28 ECLI PS Sephora 6/19/2019 E N G I N E E R I N G Carlsbad, California NSB PIPP MOBILE STORAGE SYSTEMS INC. STEEL STORAGE SHELVING - LIGHT RETAIL CODES: Current Editions of the: IBC & CBC & ASCE 7 & RMI Design Inputs: Steel Storage Shelving: 9-SHELF MOBILE UNITS Shelving Geometry - Height of Shelving Unit = 8.0 ft Steel Yield Stress = 33 ksi Width of Shelving Unit = 4.0 ft Modulus of Elast. = 29000 ksi Depth of Shelving Unit = 4.0 ft Eff. Lx Factor = 1.7 Number of Shelves/Unit = 9 Unbraced Length,x = 11.6 in Vertical Shelf Spacing = 11.6 in Unbraced Length,y = 11.6 in Back to Back Units? YES Type of Post? 14ga Upright Posts Included Units, Fixed? Moblie? NO YES Type of Beam? DRL Low Profile Number of Units per Track? 2 Top Shelf Loaded? YES Anchor Spacing? 22.50 in Intermediate Anchor: Double Shelving Loading - Live Load per Shelf = 10.25 psf Display On Plaque Near Shelving Units Maximum Weight per Shelf = 85 lbs Per 48 in. x 24 in. Shelf Dead Load per Shelf = 1.5 psf Wire Grid Shelf Material Weight of Each Post = 5.9 lbs Shelving is NOT accessible to public Weight of Mobile Carriage = 50 Ilbs Floor Load Calculations: Total Load on Each Post= 217 lbs Ground FlrConcSlab Total Load On Each Unit = 1789 lbs 2500 psi NWC Concrete Floor Area Load = 18.0 ft2 3/8"4 KB-TZ w/ 2.313" Embedment Allowable Floor Loading = 100 psf I Floor Load Under Shelf = 99 psf 10K FOR loopsf RETAIL FLOOR LOADING Seismic Information - Risk Category = II Not Open to the Public SDC: D Seismic Importance Factor (lE) = 1.0 Site Class = D Worst Case Assumed Mapped Accel. Parameters: Ss = 1.113 Fa = 1.055 Sms = 1.174 Sds = 0.783 51 = 0.428 Fv = 1.572 Smi = 0.673 Sd1 = 0.449 Structural System: ASCE 7 Section 15.5.3 Steel Storage Shelving: R = 4 ap = 2.5 Ip = 1.0 Average Roof Height = 20 ft 0'-0 For Ground Floor Location Height of Base Attachment = 0 ft Ground Floor Shear Coeff Boundaries = Vmin = 0.034 Vmax = 0.196 I Design Base Shear Coeff = V = 0.137 lAdiusted For ASD 17/28 ECLI PSE Sephora 6/19/2019 E N G I N E E R I N G Carlsbad, California NSB Lateral Force Distribution: per ASCE 7 Section 15.5.3.3 Total Dead Load per Level = 29.3 lbs Total Live Load per Level = 164 lbs Lateral DL Force per Level = 4.0 lbs Lateral LL Force per Level =• 22.5 lbs 67% of LL Force per Level = 15.0 lbs Total DL Base Shear = 36.1 lbs Total LL Base Shear = 202.2 lbs LC1: Each Level is Loaded to 67% of its Live Weight Cumulative Moment: 61983 in-lbs I Total Base Shear = 171.5 lbs IControlling Load Case By Inspection Height: Load: % Per Shelf: Lateral Force/Shelf: hi = 3 in 139 lbs 0.7% Fl = 1.2 lbs h2 = 15 in 139 lbs 3.3% F2 = 5.6 lbs h3 = 26 in 139 lbs 5.9% F3 = 10.1 lbs M = 38 in 139 lbs 8.5% F4 = 14.6 lbs h5 = 50 in 139 lbs 11.1% F5 = 19.1 lbs h6 = 61 in 139 lbs 13.7% F6 = 23.5 lbs V = 73 in 139 lbs 16.3% F7 = 28.0 lbs h8 = 84 in 139 lbs 18.9% F8 = 32.5 lbs h9 = 96 in 139 lbs 21.5% F9 = 37.0 lbs h10 = 0 in 0 lbs 0.0% F10 = 0.0 lbs hil = 0 in 0 lbs 0.0% . Fil = 0.0 lbs h12 = 0 in 0 lbs 0.0% F12 = 0.0 lbs h13 = 0 in 0 lbs 0.0% F13 = 0.0 lbs h14 = 0 in 0 lbs 0.0% F14 = 0.0 lbs his = 0 in 0 lbs 0.0% F15 = 0.0 lbs h16 = 0 in 0 lbs 0.0% F16 = 0.0 lbs h17 = 0 in 0 lbs 0.0% F17 = 0.0 lbs h18 = 0 in 0 lbs 0.0% F18 = 0.0 lbs h19 = 0 in 0 lbs 0.0% F19 = 0.0 lbs h20 = 0 in 0 lbs 0.0% F20 = 0.0 lbs Sum = 100% Total = 171.5 lbs IC 2: Top Level Only is Loaded to 100% of its Live Weight Total Base Shear = 58.5 lbs Does Not Control By inspection, the force distribution for intermediate level without live load (case 2) is negligible. Calculate the moment for each column based on the total seismic base shear for each shelf being loaded to 67% of it's allowable live weight. The column at the center of the shelving system is the worst case for this condition. 18/28 Oowoo-ETLI PSE Sephora 6/19/2019 ENGINEERING Carlsbad, California NSB Column Calculations - Combined Bending and Axial Post Type: Double Rivet "1" or "T" Post Width = 1.5 in rx = 0.470 in Depth = 1.5 in S = 0.044 in3 Thickness = 0.075 in lx = 0.049 in4 A= 0.217 in2 Column Bending Calculations - Max Column Moment = 10.3 ft-lbs Allowable Bending Stress = 19.8 ksi Bending Stress on Column = 2.8 ksi IBending Stress OK Column Deflection Calculations - Max Deflection = 0.044 in Deflection Ratio = 2170 Allowable Deflection = 4.8 in Shelf Rivet Connection - Diameter of Rivet = 0.25 in Shear on Each Rivet = 82.5 lbs Bearing Capacity of Rivet = 519.8 lbs Allowable Shear Stress = 13.5 ksi Shear Stress on Rivet = 1.7 ksi Column Axial Calculations - Per "L" Post DLi -PL= 217 lbs DL+PL+EQ= 160 lbs Column Caoacitv Calculations - At Top of Unit L/ Max Deflection = 5% of Height IDeflection OK Bearing Stress OK I IShear Stress OK I RMI Load Combination #1 RMI Load Combination #6 Controlling Buckling Stress = 24.1 ksi Allowable Comp. Stress = 21.7 ksi Factor of Safety for Comp. = 1.80 Nominal Column Capacity = 4113 lbs Allowable Column Capacity = 2285 lbs _________ Static Axial Load on Column = 217 lbs lAxial Load OK I Combined Bending And Axial Forces - Critical Buckling Load = 35690 lbs Axial Stress Unity = 0.070 Magnification Factor = 0.989 Bending Stress Unity = 0.121 Cm = 0.85 I Combined Stress Unity = 0.191 I IColumn is Adequate I 19/28 Sephora 6/19/2019 ETLI P S E E N G I N E E R I N G Carlsbad, California NSB Overturning and Anti-Tip Calculations Overturning Forces - Total Weight = 1252 lbs Load Case 1: Dead Load + 67% Live Load Total Lateral Force = 172 lbs I Overturning Force = 968 ft* lbs Icontrolling Overturning Force Total Weight = 427 lbs Load Case 2: Dead Load + 100% Top Shelf Total Lateral Force = 59 lbs I Overturning Force = 359 ftibs IDoes Not Control Tension Force per Anchor = 0 lbs Per Side of Unit Shear Force per Anchor = 43 lbs USE: POST INSTALLED ANCHOR BOLTS / LAG SCREWS AS REQUIRED FOR FLOOR NOTED BELOW Allowable Tension Force = 753 lbs 2500 psi NWC Concrete Allowable Shear Force = 718 lbs 3/8"4 KB-TZ w/ 2.313" Embedment Vertical Seismic Force = 68.6 lbs Overstrength Factor = 2 For Anchoring to Concrete I Combined Loading = 0.000 I IFloor anchors are adequate I Anti-Tip Track Design - Type of Anti-Tip Device = Arm and Track Tension per Unit = 0 lbs _____________________________ Capacity of Screws to Carriage = 600 lbs 1(2) 1/4-in screws are adequate I Anti-Tip Peg Yield Stress = 27 ksi Steel F = 36 ksi Fu = 58 ksi Thickness Anti-Tip Peg Head = 0.09 in Width of Anti-Tip Peg Head = 0.43 in Section Modulus of Peg Head = 0.0006 in3 Allowable Stress on Leg = 27 ksi Bending Stress on Leg = 0.00 ksi _________ I Anti-Tip Stress Unity = 0.000 I IBending Stress OK I Section Modulus of Track = 0.093 in3 Spacing of Track A.B's = 22.50 in Allowable Alumn. Stress = 21 ksi 6061-16 Fty = 35 ksi Ftu = 38 ksi Bending Stress on Track = 0.00 ksi I Track Stress Unity = 0.000 I __________ IBending Stress OK I 0. 20/28 ECLI PSE 6/19/2019 ,05 E N G I N E E R I N G Carlsbad, California NSB Shelf Beam Calculations Shelf Beam Calculations: DRL Low Profile Steel Yield Stress = '33 ksi Shelf DL = 1.5 psf Modulus of Elast. = 29000 ksi Shelf LL = 10.25 psf Beam Type: DRL Low Profile Area of Beam = 0.264 in2 Section Modulus of Beam = 0.098 in3 Moment of Inertia of Beam = 0.072 in4 Shelf Width = 4.0 ft Allowable Bending Stress = 19.8 ksi Shelf Depth = 2.0 ft Allowable Shear Stress = 13.2 ksi Total Load/Shelf= 94 lbs Distributed Load = 11.75 plf Maximum Design Moment = 23.5 ft-lbs Maximum Design Shear = 23.5 lbs Beam Bending Stress = 2.9 ksi Bending Stress Unity = 0.146 , __________ IBending Stress OK I Beam Shear Stress = 0.09 ksi Shear Stress Unity = 0.007 _________ IShear Stress OK I Max Allowable Deflection = 0.267 in L/180 Maximum Beam Deflection = 0.033 in IDeflection OK I Shelf Beam Rivet Check: Diameter of Rivet = 0.25 in Post Moment Shear on Rivet = 82.5 lbs Beam Shear on Rivet = 11.8 lbs Resultant Shear = 83.3 lbs Bearing Capacity of Rivet = 519.8 lbs IBearing Stress OK I Allowable Shear Stress = 9.6 ksi Shear Stress on Rivet = . 1.7 ksi IShear Stress OK I 21/28 `4 00o Sephora 6/19/2019 ECLI PS E N G I N E E R I N G Carlsbad, California NSB Wall Supported Unit Calculations Seismic Force at Top of Units - Average Roof Height = 20.0 ft Height of Attachment = 8.0 ft Shear Coeff Boundaries= Vmin = 0.235 Vmax = 1.252 I Design Base Shear Coeff = Vt = 0.252 lAdjusted For ASD Total Weight per Unit = 583 lbs Lateral Force at Top/Bottom = 73 lbs Standard Stud Spacing = 16 in Wall Connections per Unit = 3 Tek Screw Capacity = 84 lbs Tension Cap.-for #10 Screw in 20ga Stud Force Per Connection = 24 lbs IScrew Capacity OK I Seismic Uplift Force on Each Shelf Seismic Uplift on Shelves - Vertical Seismic Component = 29.4 lbs Vertical Dead Load per Shelf = 188.0 lbs Connection Points per Shelf = 4.0 Each Corner Net Uplift Load per Shelf = -83.4 lbs I Uplift Forcer per Connection = -20.8 lbs I Rivet Connection OK I 22/28 ECLI PSE Sephora 6/19/2019 E N G I N E E R I N G Carlsbad, California NSB Light Gage Steel Stud Wall Framing Stud Design Data - Height of Wall Studs = 16.0 ft Int. Non-Brg - Worst Case Ht Assumed Location of Point Load = 8.0 ft Design Lateral Load = 24.4 lbs From Shelving Unit Additional Lateral Load = 5.0 psf Interior Seismic Force Design Axial Load = 85.3 lbs Dead Load of Wall Framing Spacing of Studs = 16.0 in TRY: 3-5/8" x 1-5/8" x 20ga Studs @ 16" o.c. (Worst Case Assumed) Width = 3.625 in rx = 1.450 in Depth = 1.625 in ry = 0.616 in Thickness = 0.035 in Sx = 0.268 in3 Fy= 33 ksi lx= 0.551 in4 E = 29000 ksi Ap = 0.262 in2 K= 1.0 Unbraced Length X = 16 ft Unbraced Length Y = 4 ft Stud Capacity - Buckling Stress, X = 16.32 ksi Buckling Stress, V = 47.14 ksi Allowable Buckling Stress = 16.32 ksi Nominal Axial Strength = 4277 lbs Factor of Safety = 1.92 Allowable Axial Load = 2228 lbs Maximum Design Moment = 311.1 ft-lbs Maximum Design Shear = 65.5 lbs Allowable Bending Stress = 21.78 ksi Actual Bending Stress = 13.93 ksi Allowable Shear Stress = 13.20 ksi Actual Shear Stress = 0.25 ksi Allowable Axial Stress = Actual Axial Stress = 8.50 ksi 0.33 ksi I Combined Stress Unity = 0.68 I IBending Stress OK I IShear Stress OK I lAxial Stress OK I ICombined Stress OK 23/28 ECLI PSE Sephora 6/19/2019 E N G I N E E R I N G Carlsbad, California NSB Slab Bearing & Uplift Calculations Slab Design Properties - Minimum Concrete Strength = 2500 psi Assumed Thickness of Concrete Slab = 4 in Assumed Weight of Concrete Slab = 50 psf Allowable Bearing Pressure = 500 psf Assumed Bearing Loads On Post = 60 lbs Dead Load 369 lbs Live Load 242 lbs EQ Load Uplift Loads on Post = 0 lbs Slab Bearine Caoacit Depth of Post on Slab = 1.5 in Factored Bearing Load = 1008 lbs Required Bearing Area = 193.19 1n2 Critical Section = 4.20 in Soil Pressure on Crit. Section = 751.2 plf Section Modulus = 32.0 1n3 Shear Area = 22 in Conc. Shear Stress = 11.5 psi Allowable Shear Stress = 73.2 psi Resultant Uplift 13.90 inches per side For Bending Along Critical Length Plain Concrete per Foot IShear Stress OK I Conc. Bending Stress = 17.3 psi __________ Allowable Bending Stress = 137.5 psi . iBending Stress OK I Slab Uolift Caoacit Required Area to Resist Uplift = 0.00 ft2 Length of Slab Req'd = 0.00 ft Assume Required Area / Full Shelf Width Worst Case Length of Slab = 2.00 ft Maximum Length Required Distance to Anchor Bolt = 1.00 ft Length of ift Strip = 2.00 ft Length Safety Factor: 2.00 Shear Force on ift Strip = 140.0 lbs Allowable Shear Force = 1760.0 lbs [Shear OK Bending Moment on ift Strip = 140.0 ft-lbs Allowable Bending Moment = 366.7 ft-lbs IBending OK I 24/28 wwwjilltl.us Profis Anchor 2.7.6 Company: ECLIPSE ENGINEERING. INC. Page: specifier. Project: Address: 376 SW Bluff Dr.. Suite 8 Sub-Project I Poe. No.: Phone I Fax: 54 1.389.96591 Date: 511412018 EMail: Specllle?a comments: l Input data Anchor typo pod diameter: Kwlk Bolt TZ-CS 316 (2) Effective embedment depth: h,a = 2.000 In.. h,,, = 2.313 In. Material: Carbon Steel Evaluation Sererce Report: ESR-1917 SAFEET Issued I Valid: 51112017151112019 Proof Design method ACI 318-141 Mach. Stand-off installation: - (Recommended plate thickness: not calculated) Profits: no profile Base material: cracked concrete. 2500. f. 2.500 psi: h = 4.000 In. Installation: hammer drilled hole, Installation condition: Dry Reinforcement: tonslon: condition B. shear. condition B: no supplemental splitting reinforcement present edge reinforcement: none ore No.4 bar Seismic loads (cat. C. 0, E. or F) Tension load: yes (17.2.3.4.3(d)) Sheer load: yes (17.2.3.5.3(c)) Geometry [in.] & Loading [lb, In.Ib] Z: www.hlIII.ue Profis Anchor 2.7.6 Company: ECLIPSE ENGINEERING, INC. Page: 2 Specifier: Project: Address: 376 SW Bluff Dr.. Suite 8 Sub-Project I Poe. No.: Phone I Fax: 541.389-96591 Dale: 511412018 E-Mail: 2 Proof I Utilization (Governing Cases) Design values (Ibi Utilization Loading Proof Load Capacity ØI(Iy(%J Status Tension Pullout Strength 500 1.107 461- OK Shear Steel Strength 300 1.486 -121 OK Loading Pa Pn ( Utilization Pan 1%) Status Combined tension and shear loads 0.452 0.205 513 34 OK 3 Warnings - Please consider all delats and hlnlskvamlngs given In the detailed report! Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties - Any and all Information and data contained In the Software concern solely the use of Milli products and are based on the prIncIples, formulas and security, regulations in accordance with Hillis technical directions and operating, mounting and assembly Instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures. and therefore use-specific teals are to be conducted prior to using the relevant Milli product The results of the calculations carried out by means of the Software are based essentially on the data you put In. Therefore. you boar the sole responsibility for the absence of errors, the completeness and the relevance of the data lobe put in by you. Moreover, you bear note responsibility for having the results of the calculation checked and cleared by an capon, particularly with regard to compliance with applicable comma and permits, prior to using them for your specific facility. The Software serves only as an aid to Interpret norms and permits without any guarantee ante the absence of errors, the correctness and the relevance of the results or suitability fore specific application. - You must take all necessary and reasonable stops to prevent or foil damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and. if applicable. cony out the updates of the Software offered by HIS sea regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the HitS Webslta. Milli will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. rvsr data xel,nxx mot wthxmuatoutsmsvr=onumuotsreenwwmeelhrunxseryr vwldruuru,nutavuaradndbao,nmms.lm,nse,wrbweaauumundfmSuveajill PRoctllAorfsl24w9HmnAo FL4454 5drem umnjlaumnsnrmnredTn,donmtutrUtAo, Odran, PROFI5Mxhurlu 1rce3.25e0 HuAOFt.O494Sdsen asirsu mnxmxtm,nd T,ndre,uwur Hut AO. enr,uuv t data waruatem ~ad fwuurrnrmnIeth5n Ohba nseunevarmnlunebe!yt PRoFIsMdre(e)2m3.2xnHcAG. Fl..5494 Sdmm. easewtewndTmdnmasuiHth Ad. Sdoer h.psldata and nniuln real be øentod fwun,oe,.mll .4th the e.Jnnw as,d41ar5 .vd for nlaethsryt psoplsMthmtulsuxthsms HIS AG, FL.e454 Selcnv Hebaiogkln,ndTnrdwm,SaIHISAG, Sdae, www.htttLus - Company: Specifier: Address: Phone I Fan: E-Mail: - - - - - Profis Anchor 2.7.6 ECLIPSE ENGINEERING, INC. Page: Project: 376 SW Bluff Dr., Suits 8 Sub-Project I P05. No.: 541-389-96591 Dale: 511412018 Specifier's comments: linput data Anchor type and diameter: Kwlk Belt 1Z . CS 318 (2) Effective embedment depth: hsu = 2.00015., h,,, = 2.313 In, Carbon Steel Evaluation Material: Service Report: ESRV SAFE-ET Issued I Valid: 51112017 15/112019 Proof: Design method ACI 318-14! Much. Stand-off installation: eu = 0.000 In. (50 stand-off); I = 0.074 in. Anchor plate: I, x l x = 3.000 in. a 7.000 in. a 0.074 in.; (Recommended plate thickness: net calculated Profile: no profile Base material; cracked concrete. 2500. 1 2.500 psi; h = 4.000 In. Installation: hammer drilled hole, Installation condition: Dry Reinforcement: tension: condition B, shear, condition B; no supplemental splitting reinforcement present edge reinforcement: none or ' No. 4 bar Seismic loads (cat. C. D. E. or F) Tension load: yes (17.2.3.4.3(d)) Shear load: yes (17.2.3.6.3(c)) Geometry (In.) & Loading FIb, In.IbJ III.-IiI www.htltl.us ProSe Anchor 2.7.6 Company: ECLIPSE ENGINEERING. INC. Page: 2 Specifier: Project: Address: 376 SW Bluff Dr.. Suite 8 Sub-Project I P05. No.: Phone I Fax: 541-389-96591 Dale: 5/14/2018 E-Mail: 2 Proof I Utilization (Governing Cases) DesIgn values (Ib) Utilization Loading Proof Load Capacity P,.lpnl%) Slates Tension Concrete Breakout Strength 1.000 2.149 471- 01< Shear Concrete edge failure in directions. 700 2.055 -/35 01< Loading ON lIe ç Utilization lle. (%j Status Combined tension and shear loads 0.465 0.341 5/3 45 01< 3 Warnings Please consider all details and hinlslwamings given in the detailed mporti Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties Any and all information and data contained in the Software concern solely the use of Hiti products and are based on the principles, formulas and security regulations in accordance with Hull's technical directions and operating, mounting and assembly instructions, etc.. that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations curried out by moans of the Software are honed essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data lobe put In by you. Moreover, you beer sole responsibility for having the results of the calculation checked and cleared by an export, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to Interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hitli one regular basis. If you do not use the AutsUpdate function of the Software, you must ensure that you amusing the current and thus up-to-date version of the Software in each case by carrying out manual updates via the HIM Websile. 14111 will not be liable for consequences, such as the recovery of lost or damaged data on programs, arising from a culpable breach of duty by you. -J Y .. SEPHDRA iIIi1J INSTALLATION INSTRUCTIONS SHELVING IS 8' HIGH WITH 9 SHELVES/ 8 OPENINGS PERFORATED STEEL SHELVES. SHELVING DIVIDERS. ik _ RNET LOW PROFILE MESH DIVIDER SPLIT 2" LVING EACH LIE 'L 4 EYELETS CLEAR TOP LEVEL ONLY ---- ' 6 EYELETS CLEAR 36' 13R 48- I A 'EPHIJRA IIIlII'I'I' 07 1 UORLE STORAGE SS1D C INSTALLATION INSTRUCTIONS SHELVING IS 8' HIGH WITH 9 SHELVES/ 8 OPENINGS PERFORATED STEEL SHELVES, V UPRIGHT r UPRIGHT DOUBLE DOURLERNET HAGBA SHELl IAUTERIAL HANGEAR INSTALLATION RIVET LOW E PROFILE 0 ACH CORNER © EACH LEVEL (g) EAC14 LEVEL EACH LEVEL© EYELETS CLEAR 713P LEVEL ONLY EACH LEVEL© >< >< >i 6 EYELETS CLEAR I5 Go dO cm 1INfl I'NZ"H .90 80 .9C 13A31 H393© 89313 81.313A3 9 A1NO 13A31 dDj 119313 SL313A3 0 H393 13A31 K3V3 13A31 H393 J %. 8311803 11393 C!) N0IiU119iSNI 898011911 1911131911 vmms898011111L30UN M 0anoo 3il lll0l8dn .9. 91101899 .1. S3A13HS 131S Q]1DJ8]d SDNIN]dD C /S3A13HS t H1IP HOIH 8 SI ONIA13HS SNDI13flè1SNI NOIJ)c'11 Vv 1SNI 'èJDHd C2Oi( OE% 8• SAN DIEGO REGIONAL HAZARDOUS MATERIALS) QUESTIONNAIRE }LAt1CH:: [ OFFICE USE ONLY 4tEC1Ci4b TjE142(14 -H t-lMhP- 1Th71b j(D BPDATE I I Business Name SEPHORA USA Business Contact NATAIJA SHORTEN , './ j Telephone U 415.802.4690 Protect Address City ç) State 2525 El. CAMINO REAL, SPACE #214 CARLSBAD CA Zip Code 92008 APN# 156-302-07,156-302-08 Mailing Address City . State Zip Code Plan Fuel 525 MARKET STREET. 11TH FLOOR SAN FRANCISCO CA 94105 Project Contact Applicant E-mail GREG ANDERSON - GREGANDERSON@SEPHORA.COM Telephone U 415284.3477 11W WIIUWrn9 U55UUfl5 WJFU5WUUI9 mclllt)'s SCUVIUBS, NW UIO 5POCITIC project aescnpuon. - PMT I: FIRE DEPARTMENT - HAZARDOUS MATERIALS. DIVISION: OCCUPANCY CLP4SiFIçTION: (not reaulred forr9jocto yfln the City pfSan oleçol: 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 drcled, 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 Co.ioressed Gas 6. Oxidizers 10, Cryogenics 14. Other Health Hazards 13 Flammable/Combustible Uquldsi 7. Pyrophoncs 11. Mighty Toxic or Toxic Materials 15. None of njse.7 /19, 4. Flammable Scls 8. Unstable Reactives 12. Radloactives PART Ile §M DIEGO COUNTY DEP t: lithe answer to any of the questions is yes, applicant must contact County flRO4MEI4TAL HEALTH - HAZADQ AIICI1I1IgrI an Diego. CA 92123., Son Diego Hazardous Materials OMsia Call (858)505-6700 prior to the Issuance of a building permit. FEES ARE REQUIRED Project Completion Date: Expected Date of Occupancy; 0 CalARP Exempt YES NO (for new construction or remodeling projects) 1. 0 I Is your business listed on the reverse side of this form? (check all that apply). Oath Initials 2, ( 0 Will your business dispose of Hazardous Substances or Medical Waste ifl any amount? [N 0 Will your business store or handle Hazardous Substances In quantities greater than or equal 1055 gallons. 500 0 CalARP Required pounds anWor 200 cubic feet? I 0 Will your business store or handle carcinogenslieproductive toxins in any quantity? 0atD initlsls 0 Will your business use an existing or install an underground storage tank? 0 IN Will your business store or handle Regulated Substances (CalARP)? 0 CaIARP Complete 0 IM Will your business use or install a Hazardous W8ite Tank System (Title 22, Micle 10)? 0 Will your business store petroleum In tanks or containers at your facility with a total facility storage capacity equal to Oats Initials or greater than 1.320 gallons? (California's AbovegroundPetroleum Storage Act). PART ill: SAN DIE ______ROI.LUTIOCQ!1T10L DISTRICT fAPCD): My YES answer requires a stamp from APCD 10124 Old Grove Road, San Diego, CA 92131 ___________ ["No stamp required If 01 Yes gg 03 Yes nd 04-06 No). The following questions are intended to identify the majority of air pollution issues at the planning stage. Projects may require additional measures not Identified by these questions. For comprehensive requirements contact APCD. Residences are typically exempt, except - those with more than one building on the property single buildings with more than four dwelling units: townhomes; condos; mixed-comm at use: deliberate bums; residences forming part of a larger project rExciudes garages & small outbuildings.] YES NO 0 IJ Will the project disturb 160 square feet or more of existing building materials? 0 Will any load supporting structural members be removed? Notification may be required 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 a Certified Asbestos Consultant or Site Surveillance Technician? - 0 0 (ANSWER ONLY IF QUESTION 3 IS YES) Based on the survey results, will the project disturb any asbestos containing material? Notification may be required 10 working days prior to commencing asbestos removal. 0 &J Will the project or associated construction equipment emit air contaminants? See the reverse side of this torn' or APCD factaheet tw.cdaocd.orellnfo/fadsThemtits.ndf} for typical equipment requiring an APCD 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 describe business acthiitIes RETAIL COSMETICS STORE I declare under penalty of perjury that to the best of my knowledge and belief NATALIA SHORTEN hku Briefly describe proposed project: NEW RETAIL STORE made herein are true and correct. 6 / 21 /,j9 FIRE DEPARTMENT OCCUPANCY CLASSIFICATION.FOR OFFICAL USE ONLY: BY: - - DATE:_/ I RTKER INFORMATION REQUIRED RELEASED FOR UUU.DING PERMIT BUT NOT FOR OCCUPANCY RELEASED FOR OCCUPANCY 4 - APCD COUNTY-HMD - APCD COUNTY-HMO APCD - - . REVIEWED toqpwwavu C Re \fC Iew (J SIGWATUE C 7/ DA ) ateilni is 0 1 'o?S A exempts businesses from completing or updating ti Hazardous Materials Business Plan, Other peànitting requirements may still apply. - HM-9171 ( 15) . County of San Diego - DEH - Hazardous Materials Division alA t%0. ttfl :' .-- ....'. .* _________________ ,,•