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2525 EL CAMINO REAL; 214; CBC2019-0359; Permit
Print Date: 02/13/2020 Permit No: CBC2019-0359 Job Address: 2525 El Camino Real, 214 Permit Type: BLDG-Commercial Work Class: Tenant Improvement Status: Closed - Finaled Parcel No: 1563020900 Lot #: Applied: 07/22/2019 Valuation: $281,152.95 Reference #: Issued: 09/06/2019 Occupancy Group: M Construction Type: Ill-B Permit • Finaled: # Dwelling Units: Bathrooms: Inspector: MColl Bedrooms:, Orig. Plan Check # Final Plan Check #: , Inspection: 2/13/2020 3:39:12PM Project Title: Description: THE SHOPPES AT CARLSBAD: 6,045 SF T.I. - CREATE SHELL SPACE FOR FUTURE RETAIL (RESTAURANT/RETAIL TO RETAIl Owner: R P1 CARLSBADLP 1114 Avenue Of The Americas, Floor.45 New York, NY 10036-7700 214660-5232 x215232 BUILDING PERMIT FEE ($2000+) $1,272.10 BUILDING PLAN CHECK FEE (BLDG) $890.47 ELECTRICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL $89.00 GREEN BUILDING STANDARDS PLAN CHECK & INSPECTION . $175.00 MECHANICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL. $55.00 5B1473 GREEN BUILDING STATE STANDARDS FEE $12.00 STRONG MOTION-COMMERCIAL - $78.72 Total Fees: $2,572.29 Total Payments To Date: $2,572.29 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 c&,s/q- #'3ó Est. Value 12 g4cj- PC Deposit L Date zt Ic? Job Address 2525 El Camino Real, Carlsbad, CA 92008 Suite: #214 APN: 156-302-07, 156-302-08 Tenant Name: SEPHORA CT/Project #:Lot #:________ Occupancy: Mercantile (M) Construction Type: Ill-B Fire Sprinklers: no Air Conditioning: no BRIEF DESCRIPTION OF WORK: Modification of existing restaurant and retail space, to create shell space for future retail tenant, withing the existing Shoppes at Carlsbad Mall. Tenant build-out is by tenant under a separate permit. El Addition/New: New SF and Use, - SF and Use, Deck SF, Patio Cover SF (not including flatwork) Tenant Improvement: 6,045 SF, Existing Use A-2 I M Proposed Use Mercantile (M) SF, Existing Use Proposed Use 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) Contact: PROPERTY OWNER Name: Chipman Design Architecture, Inc.; Juan Castillo Name: Brookfield Properties; Contact: Timothy M. Wersell Address: 1350 East Touhy Ave, First Floor East Address: 350 N. Orleans St., Suite 300 City: Des Plaines State: IL Zip: 60018 City: Chicago State:IL Zip: 60654 Phone: (847) 298-6900 Phone: (312) 960-2829 Email: jcastillo@chipman-design.com Email: Timothy.Wersell©brookfieldpropertiesretail.com DESIGN PROFESSIONAL Contact: Name: Chipman Design Architecture, Inc.; Juan Castillo Address: 1350 East Touhy Ave, First Floor East City: Des Plaines State: IL Zip: 60018 Phone: (847) 298-6900 Email: Architect State License: CONTRACTOR BUSINESS Name: TBD ':n.e i-rM.J-cAi Address: aoc City: ''t" 5 State:CA- Zip: Zv'7 Phone: btWS 1/(10 Email: State License: 6Zc1D(O Bus. License:P L ç L 3c)3 y (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: Buildingcacarlsbadca.gov B-2 Page 1 of 2 Rev. 06/18 (OPTION A): WORKERS'COMPENSATION DECLARATION: I hearby affirm under penalty of perjury one of the following declarations: ci 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. have and will maintain worker's compensation, as required by Section 3700 of the Labor Code, for theVorn2ancepf the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Insurance Comppny Name: Policy No. ~V 2-. Expiration Date: - I ci 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 come 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 $100,00000, in addition the to the cost of compensation, damages as provided for in Section 3706 of the Labor Code, interest and attorney's fees. CONTRACTOR SIGNATURE: DAGENT DATE: 9 (OPTION B ): 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 I am 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. ci 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 I 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? ci 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? Dyes 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 Lpder the provisions of this 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 e 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 ( tion 106.4.4 Uniform Building Code). APPLICANT SIGNATURE: DATE: 7/ ' Ii? 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: BuiIdingcCarIsbadCa.gov B-2 Page 2 of 2 Rev. 06/18 Permit Type: BLDG-Commercial Application Date: 07/22/2019 Owner: R P I CARLSBAD LP Work Class: Tenant Improvement Issue Date: 09/06/2019 •Subdivision: CARLSBAD TCT#76-18 Status: Closed - Finaled Expiration Date: 05/18/2020 Address:' 2525 El Camino Real , 214, IVR Number: 20505 Carlsbad, CA 92008-1208 Scheduled Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Date Start Date 'Checklist Item. COMMENTS Passed BLDG-Building Deficiency 2/13/20 Yes BLDG-Building Deficiency Not ready. Complete lighting trim. Remove No sprinkler caps & install escutcheons. BLDG-Electrical Final . Yes BLDG-Electrical Final No February 13, 2020 . . Page 2 of 2 Permit Type: BLDG-Commercial Application Date: 07/22/2019 Owner: R P I CARLSBAD LP Work Class: Tenant Improvement Issue Date: 09/06/2019 Subdivision: CARLSBAD TCT#76-18 Status: Closed - Finaled Expiration Date: 05/18/2020 Address: 2525 El Camino Real , 214 Carlsbad, CA 92008-1208 - IVR Number: 20505 Scheduled Actual Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Date Start Date 09/1712019 09/17/2019 BLDG-SW-Pre-Con 104313-2019 Passed Michael Collins Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Met contractor on site. Discussed work Yes hours, demo and recycling info of Suite 214 & 218. 10/04/2019 10I04/2019 BLDG-14 106504-2019 Passed Paul York Complete Frame/Steel/Boltin V glWelding (Decks) Checklist Item . COMMENTS Passed BLDG-Building Deficiency V . . Yes 10/08/2019 10108/2019 BLDG-17 Interior 106806-2019 Partial Pass Michael Collins' Reinspection Incomplete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Walls only at demising (both sides), entry & Yes V columns 11114/2019 11/14/2019 BLD6-34 Rough 110781-2019 Passed Michael Collins Complete Electrical V Checklist Item V COMMENTS Passed BLDG-Building Deficiency Lighting at suspended ceiling ok Yes 11I18/2019 11/1812019 BLDG-85T-Bar, 111092-2019 Passed Michael Collins Complete Ceiling Grids, Overhead V V Checklist Item COMMENTS V Passed BLDG-14 Suspended hard lid at entry area only Yes Frame-Steel-Bolting-Welding • (Decks) BLDG-34 Rough Electrical V Yes 12/09/2019 12I09/2019 BLDG-84 Rough 113089-2019 Cancelled Michael Collins Reinspection Complete Combo(14,24,34,44) Checklist Item COMMENTS Passed BLDG-Building Deficiency Contractor called wrong permit in. No 01/31/2020 01131/2020 BLDG-Final 118098-2020 • Failed • Michael Collins Reinspection Complete Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency • Not ready. Complete lighting trim. Remove No sprinkler caps & install escutcheons. BLDG-Electrical Final I . No 02/13/2020 02I13/2020 BLDG-Final 119404-2020 • Passed Michael Collins . Complete Inspection February 13, 2020 . . . • Page lof2 DATE: July 30, 2019 JURISDICTION: Carlsbad -7 PLAN CHECK #.: CBC2019-0359 .1 EsGil A SAFEbulif Company APPLICANT /JURIS. SET:I PROJECT ADDRESS: 2525 El Camino Real, #214 PROJECT NAME: TI Brookfield Properties 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. LI 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: 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: / Telephone #: Date contacted: Mail Telephone REMARKS: By: Kurt Culver EsGil (by:9 Email: Fax In Person Enclosures: 7/23/19 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad CBC20 19-0359 July 30, 2019 [DO NOT PAY— THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK #.: CBC2019-0359 PREPARED BY: Kurt Culver DATE: July 30, 2019 BUILDING ADDRESS: 2525 El Camino Real, #214 BUILDING OCCUPANCY: BUILDING AREA Valuation PORTION (Sq. Ft.) Multiplier TI Reg. Mod. VALUE ($) 281,153 Air Conditioning Fire Sprinklers TOTAL VALUE 281,153 Jurisdiction Code cb By Ordinance -- 1997 UBC Plan Check Fee Type of Review: El Complete Review El Repetitive Fee El Other I Repeats El Hourly EsGil Fee El Structural Only Hr. @* 26.90 1 Comments: Sheet 1 of 1 Date: 6/12/19 Project: Sephora Carlsbad Caic. By: SMA Location: Carlsbad, CA Droi No.: 19182 Client: ChiDman Desian Architectures McComas Engineering, Inc. Carmel, Indiana Locatior Roofing Insulatior, Decking Framing Ceiling MEF Sprinklea Ofhe, Othes Othei Single Ply Fully Adhered 1.0 psf 4" Rigid Insulation 3.0 psf Plywood, 5/8° APA 24/16 2.0 psf Wood Glulam Purlins @ 7'-O" o.c. 5.0 psf. Acoustical Tile (Lay-In) 2.0 psf HVAC & Electrical 2.0 psf Common Sprinkler Systems . 2.0 psf Misc 1.0 psf 18!0Ipf Roof Live Load, Lr 20.0 psf Snow Load, S .20.0 psf Dead + Live (D+Lr) 38.0 psf cDeadSnbW1(D+S) S38!0"pSf Superimposed Dead Load 11.0 psf 1. Superimposed Dead Load = Design Dead Load - Decking - Framing 2. Table 4-1. Concentrated Loads, Lr All roof surfaces subject to maintenance workers - 300 lb Primary roof members, exposed to a work floor: Single panel point of lower chord of roof trusses or any point along primary structural methbers supporting roofs over manufacturing, stàrage warehouses and repair garages - 2000 lb All other occupancies - 300 lb 010002 PIF 7-10 V5.0 19182 Sephora Carlsbad CA.xlsx . 6/24/2019 Page 1 of I CAbc.a q .0351 Date: 6/12/19 Project: Sephora Carlsbad McComas Engineering, Inc. Calc. By: SMA Location: Carlsbad, CA Structural Engineers Proj. No.: 19182 Client: Chipman Design Architectures Caimel, Indiana WIND LOADS - ASCE 7-10 (Chapter 26) ASCE 7-10 Strength Level Loads Roof Area Main Roof Chapter 26 General Requirements Risk Wind Exposure Bldg. Length Bldg. Width Mean Roof Category Speed category Enclosure Classification East-West North-South Roof Ht. Roof Type Pitch Vult L B h II 110mph C Enclosed 134.00ft 51.Ooft 16.00ft Monoslope 0.25in Topo Low-Rise Parapet Roof LFRS Damping Factor Building Elevation Overhang Ratio, f3 None . Ye s No Other LFRS 0.02 Directionality Internal Internal Roof App. Natural Height! Structure Gust Factor N-S E-W Factor Pressure Pressure Angle Frequency Least Width Type Kd GCpi +I qhGCpi na <=4 GL GB 0.85 0.18 -------4.1 psf 1.190 4.688 0.31 Rigid 0.85 0.85 Structure Simple Torsionally Hurricane Glazing Wind Speed Load Combo Shape Diaphragm Regular Prone Imp. Resist. 1-86-mph VASD 1.0 Regular Yes Yes No No Strength Chapter 27 Directional Procedure - MWFRS ASCE 7-10 Strength Level Loads Normal to L: 134 ft. Wall (N-S Wind) Normal to B: 51 ft. Wall (E-W Wind) Height Kz Kzt qz Windward Leeward Combined Windward Leeward Combined 15 ft 0.85 1 1.00 1 22 psf 1 15 psf -10 psf 25 psf 1 15 psf -10 psf 1 25 psf 16 ft 0.86 1.00 23 psf 15 psf -10 psf 25 psf 15 psf -10 psf 25 psf Mean Roof Height Pressure, ghI 23 psf I Side Walls (E-W)I -18 psf I Side Walls (N-S)I -18 psf 27.4.4 Roof Overhangs - MWFRS Pressure None 27.4.5 Parapets - MWFRS Elevation Kz Kzt . qp Windward Leeward 0.00 ft 0.85 1.00 22 psf 34 psf -22 psf 27.4.7 Minimum Design Wind Loads - MWFRS Method Walls Roofs Open Roofs Strength 16 psf 8 psf 16 psf 010002 PIF 7-10 V5.0 19182 Sephora Carlsbad CA.xlsx 6/24/2019 Page 1 0f2 Date: 6112/19 Project: Sephora Carlsbad McComas Engineering, Inc. Calc. By: SMA Location: Carlsbad, CA Drol No.: 19182 Client: ChiDman Desiqn Architectures Carmel, Indiana I IStructural Calculations for the RTU Su000rt. I McComas Engineering, Inc. 1717 East 116th Street, Suite 200 Carmel, Indiana 46032 P: 317-580-0402 F: 317-582-0766 www.mccomaseng.com Certified By: "uhIII,,,lI, I, "Ovkey MCC" RIO 4 0• I PE60860325 STATE OF %0A1 DIAt.'. NAL '# 1/111,1, IIIfltt't% Date: 6/12/19 Project: Sephora Carlsbad McComas Engineering, Inc. Calc. By: SMA Location: Carlsbad, CA Structural Engineers Proj. No.: 19182 Client: Chipman Design Architectures Carmel. Indiana - WIND LOADS..; ASCE 71O (Chapter 26) Chapter 27 Directional Procedure - MWFRS Roof Loads . ASCE 7-10 Strength Level Loads East - West Wind (B Direction) North - South Wind (L Direction) 0. m r.l 0-8 ft 8-16 ft 16-32 ft 32-134 ft -21/1 -21/1 -14/1 -10/1 Flat L=134ft f North 32-51 ft -10/1 16.32 ft -14/1 Flat 8-16 ft -21/1 0-8 ft -21/1 23 psf • 23 psf L=134ft t North Chapter 27 Directional Procedure - MWFRS all Loads (Combined Windward + Leeward) East - West Wind (B Direction) North - South Wind (L Direction) opsf opsf opsf opsf opsf opsf 0 p5 0 p5 opsf opsf opsf opsf opsf opsf opsf Opsi opsf Dpsf 0psf opsf opsf Opsi opsf opsf opsf Opsf 0psf opsf opsf opsf opsf 0psf Opsf opsf opsf opsf opsf opsf opsf Opsf 16 ft 25 psf 16 ft 25 psf 15 ft 25 psf 15 ft 25 psf 0 psf 5 psf 10 psf 15 psf 20 psf 25 psf 30 psf 0 psf 5 psf 10 psf 15 psf 20 psf 25 psf 30 psf 010002 PIF 7-10 V5.0 19182 Sephora Carlsbad CA.xlsx 6/24/2019 Page 2 of 2 11 Date: 6/12/19 Project: Sephora Carlsbad McComas Engineering, Inc. Caic. By: SMA Location: Carlsbad, CA Structural Engineers 'roj. No.: 19182 Client: Chipman Design Architectures Carmel. Indiana - SEISMIC LOADS ASCE 7-10 (Chapters 11 thru 22) Zip Code Risk Category: II Normal Risk Stories I Importance Factor, le: 1.00 Diaphragm Type Flexible 5%Damped Response SiteCoefficients Spectral Response Structural Height Site Class Short Per. 0.2sSs 1 Is Period 1.0sSI Tab. 11.4-1 Fa Tab. 11.4-2 Fv 11.4-1 Sms 1 11.4-2 Smi 11.4-3 Sds 11.4-4 Sd1 16.00 ft D 0.997 0.365 1.101 1.670 _1.098 0.610 0.732 0.406 Seismic Force-Resisting System (SFRS) A. Bearing Wall Systems . shearresistance ---------------------- 15.Light-frame(wood)wallssheathedwithwoodstructuralpanelsra edfor Tahle 122-1 flesinn Coefficients and Factors 12.6 12.8-1 Overstrength Defi. Amp. 12.3.4 Response Seismic Analysis Base Shear Factor. Factor Height ASCE 7 Redundancy Modification Design Cat. Procedure CsW Cdb Limit C DetailingSection p Rd SDC ELFA 11.3%W 3 4 65 ft 14.5 1.3 6.5 D Footnotes from Table 12.2-1: a Response modification coefficient, R, for use throughout the standard. Note R reduces forces to a strength level, not an allowable stress level. b Deflection amplification factor, Cd, for use in Sections 12.8.6, 12.8.7, and 12.9.2. c NL = Not Limited and NP = Not Permitted. For metric units use 30.5 m for 100 ft and use 48.8 m for 160 ft. d See Section 12.2.5.4 for a description of seismic force-resisting systems limited to buildings with a structural height, hn, of 240 ft (73.2 m) or less. g Where the tabulated value of the overstrength factor, 00, is greater than or equal to 2%, no is permitted to be reduced by subtracting the value of 11 Long-Period Structure 11.4.5 Design Response Spectrum Transition Period IL Ta To Ts Ct StructureType (Table12.8-2) Fig.22-12 (12.8-7) 0.25 oilS os Soi/SDs Tab. 128-2 AllOther StructuralSystems 12 0.160 0.111 0.555 0.02 010002 PIF 7-10 V5.0 19182 Sephora Carlsbad CA.xlsx 6/24/2019 Page 1 of 4 Date: 6/12/19 Project: Sephora Carlsbad McComas Engineering, Caic. By: SMA Location: Carlsbad, CA 'roj. No.: 19182 Client: Chipman Design Architectures SEISMIC LOADS ASCE 7-10 (Ch 11 Table 12.3-1 Horizontal Structural Irregularities Ia lb 2 3 1 4 5 Torsional Extreme Torsional Reentrant Corner Diaphragm Discontinuityl Out-of-Plane Offset Nonparallel System Table 12.3-2 Vertical Structural Irregularities la lb 2 3 4 5a 5b Stiffness Soft Story Extreme Soft Story Weight (Mass) Vertical Geometric In-Plane Discontinuity Weak Story Extreme Weak Story 12,3.3 Limitations with Structural Irregularities Section Check is OK 12.3.3.2 Section Check is OK 12.3.3.3 - Section Check is OK 12.3.3.4 - Section Check is OK Seismic Load Combinations 12.4.2.3 Strength Design Seismic Load Combinations (12.4-1) E=Eh+Ev E1.3 Qe+0.183 D 5 1.346D + 1.3 Qe + L + 0.2S (12.4-2) E=Eh-Ev E1.3 Qe-0.183 D 7 1.046D + 1.3 Qe (12.4-3) EhpQe 1.3 Qe (12.4-4) Ev0.2SDsD 0.183 0 12.4.2.3 Allowable Stress Design Seismic Load Combinations (12.4-5) EmEmh+Ev E=3 Qe+0.183 D 5 1.102D + 0.9l Qe (12.4-6) Em=Emh-Ev E=3 Qe-0.183 D 6 1.073D + 0.683Qe + 0.75L + 0.75S (12.4-7) Emh=000e 3 Qe 8 0.498D + 0.91Qe 12.4.3.2 Strength Design with Overstrength Factor Q 5 1.3460+3Qe+L+0.2S 7 0.754D + 3Qe 12.4.3.2 Allowable Stress Design with Overstrength Factor 0 5 1.102D+2.1Qe 6 1.0770 + 1.575Qe + 0.75L + 0.75S 8 0.4980 + 2.1Qe E = Seismic Load Effect Eh = Effect of horz. forces Ev = Effect of vert. forces Emh = Seismic load effect including .0 Qe = Effects of horz. forces from V or Fp 010002 PIF 7-10 V5.0 19182 Sephora Carlsbad CA.xlsx 6/24/2019 Page 2 of 4 Date: 6/12/19 Project: Sephora Carlsbad McComas Engineering, Calc. By: SMA Location: Carlsbad, CA Droj. No.: 19182 Client: Chipman Design Architectures SElSMlCLOADSASCE 7-10 (Ch 11 thru22) 12.3.1 Diaphragm Flexibility Flexible Diaphragm Type Has Been Input Flexible Rigid (12.8.4.2) Accidental Torsion: _None 5% (12.8.4.3) Amp. of Torsion: - - 12.4.4 Minimum Upward Force for Horizontal Cantilevers 0.2D in addition to LC in Section 12.4 12.5 Direction of Loading for SOC D Orthogonal Effects Must Be Considered I As a minimum, conform to the requirements of Section 12.5.3. In addition, any column or wall that forms part of two or more intersecting seismic force-resisting systems and is subjected to axial load due to seismic forces acting along either principal plan axis equaling or exceeding 20 percent of the axial design strength of the column or wall shall be designed for the most critical load effect due to application of seismic forces in any direction. Either of the procedures of Section 12.5.3 a orb are permitted to be used to satisfy this requirement. Except as required by Section 12.7.3, 2-13 analyses are permitted for structures with flexible diaphragms. 12.6 Anlaysis Procedure Risk Ca:t:T SDC Stories Height Horz. lrr. Vert. lrr. T<3.5Ts Light-Frame II D 1 16.00 ft No No Yes Yes Analysis Procedure Equivalent Lateral Force Analysis, Section 12.8 12.8 Equivalent Lateral Force Procedure SDS SDI le R T TL 0.732 0.406 1.00 6.5 0.160 12 12.9 Modal Response Spectrum Analysis (12.9.2) R/le Cd/le 6.50 4.00 12.7.2 Effective Seismic Weiaht (Add to Overall Buildina Mass Cs (12.8-2) Cs (12.8-3) Cs (12.8-5) Cs (12.8-6) 0.113 0.391 0.032 - Seismic Base Shear, V = 11.3% W Additional Floor Seismic Weight Per Level Area Live Load Type Live Load Live, L1 Partition, L 2 Equipemnt Platform Walkways and elevated pia 60 psf Not Rég'd 1. 12.7.2.1: 25% x Live Load for Storage. Not required if no more than 5% is added to that level. 2 12 7 A,,t,u,! ,jwpir,ht nf n,tiIinn nr In n.f whirhpvpr hq nrpjtpr Additional Roof Seismic Weight Per Level Area Snow, S Live, L Snow, 5' Main 20 psf 20 psf Not Re 'd - Canopy 20 psf 20 psf Not Req'd - 010002 PIF 7-10 V5.0 19182 Sephora Carlsbad CA.xlsx 6/24/2019 Page 3 of 4 Date: 6/12/19 Project: Sephora Carlsbad McComas Engineering, Caic. By: SMA Location: Carlsbad, CA Structural Engineers Droj. No.: 19182 Client: Chipman Design Architectures Carmel, Indiana SEISMIC LOADS ASCE 7-10 (Chaoters 11 thru 22) 12.10 Diaphragms, Chords & Collectors 12.10.1 Diaphragm Design (12.10-2) Fpx = 0.19 wpx wpx = Weight tributary to the diaphragm at Level x (12.10-3) Fpx = 0.381 wpx 12.10.2 Collector Elements 12.11.1 Design for Out-of-Plane Forces (12.11-1) Fp = 0.4 SDS le Wp = 0.293 Wp 12.11.2 Anchorage of Structural Walls (Minimum In-Plane Forces) (12.11-1) Fp=.4 SDS kale Wp Wp = Weight of Wall Triburary to the Anchor (12.11-2) kal.0+Lf/100, ka (max) = 2.0 Lf ka Fp Wall Anchorage Forces for Rigid Diaphragm Fp = 0.293 Wp ka = 0.0 12.11.2.2 Additional Requirements, See Section 12.12 Drift and Deformation Table 12.12-1 Allowable Story Drift Aa All other structures 0.02 hsx Structures, other than masonry shear wall structures, 4 stories or less with interior walls, partitions, ceilings, and 0.025 hsx exterior wall systems that have been designed to accommodate the story drifts Wall Anchorage Forces for Flexible Diaphragm 20 ft I 30ft I 40ft I 50ft I 60ft I 70 It 80 ft : 90ft 100ft 0.351 Wp 0.381 Wp 0.41 Wp 0.439 Wpj 0.468 Wp 0.498 Wp 0.527 Wp 0.556 Wp 1 0.586 Wr 12.13 Foundation Design (12.13.4) 25% Overturning Effects at Soil-Foundation Interface Allowable Reduction (12. 13.5.2) - - (12.13.6) Comply with ACI 318 Section 21.8 (12.13.6.2) - - 010002 PIF 7-10 V5.0 19182 Sephora Carlsbad CA.xlsx 6/24/2019 Page 4 of 4 Mcomas Engineering 1717 E 116th St Carmel, IN 46032 Project Title: Sephora-Carlsbad Engineer: SMA Project ID: MEl 19182 Project Descr: Printed: 24 JUN 2019, 4:48PM Wood Beam File LM6G22E-0lEHTEC6-QlEnercalc19182 Sephora Carlsbad.ec6. Software cooviiaht ENERCALC. INC. 1983-2019. Build:10.19.1.30 I DESCRIPTION: Double joist supporting RTU2 and RTU3 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb + 1,150.0 psi E Modulus of Elasticity Load Combination ASCE 7-16 Fb- 1,150.0 psi Ebend- xx 1 ,800.0ksi Fc - Prll 1,800.0 psi Eminbend - xx 660.Oksi Wood Species : Douglas Fir-Larch (North) Fc - Perp 625.0 psi Wood Grade : No. 1 & Btr Fv 180.0 psi Ft 750.0 psi Density 30.590 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase 2-2x14 Span = 27.0 It Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.0210, Lr = 0.0270, Tributary Width = 1.0 It Point Load: D = 0.4540k @ 10.250 ft Point Load: D = 0.4540 k © 16.250 ft Maximum Bending Stress Ratio = 0.8531 Maximum Shear Stress Ratio = 0.178 :1 Section used for this span 2-2x14 Section used for this span 2-2x14 fb : Actual = 913.49 psi Iv: Actual 39.94 psi FB : Allowable = 1,071 .23psi Fv : Allowable = 225.00 psi Load Combination +D+H Load Combination +D+Lr+H Location of maximum on span = 13.894ft Location of maximum on span 0.000 ft Span # where maximum occurs = Span # 1 Span 4 where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.310 in Ratio = 1044>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 1.127 in Ratio = 287>=180 Max Upward Total Deflection 0.000 in Ratio = 0<180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C C FN C 1 Cr Cm C t CL M lb Fb V fv F'v +D+H 0.00 0.00 0.00 0.00 Length= 26.901 It 1 0.853 0.168 0.90 0.900 1.00 1.15 1.00 1.00 1.00 6.68 913.49 1071.23 0.72 27.29 162.00 Length O.09854ft 1 0.009 0.168 0.90 0.900 1.00 1.15 1.00 1.00 1.00 0.07 9.81 1071.23 0.71 27.29 162.00 +D+L+H 0.900 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length26.901 ft 1 0.767 0.152 1.00 0.900 1.00 1.15 1.00 1.00 1.00 6.68 913.49 1190.25 0.72 27.29 180.00 Length =0.09854ft 1 0.008 0.152 1.00 0.900 1.00 1.15 1.00 1.00 1.00 0.07 9.81 1190.25 0.71 27.29 180.00 +D+Lr+H 0.900 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =26.901 It 1 0.840 0.178 1.25 0.900 1.00 1.15 1.00 1.00 1.00 9.14 1,249.71 1487.81 1.06 39.94 225.00 Length = 0.09854 ft 1 0.010 0.178 1.25 0.900 1.00 1.15 1.00 1.00 1.00 0.11 14.70 1487.81 1.04 39.94 225.00 McÔomas Engineering Project Title: Sephora-Carlsbad 1717 E 116th St Engineer: SMA Carmel, IN 46032 Project ID: MEl 19182 Project Descr: Printed: 24 JUN 2019, 4:48PM Wood Beam File L:116GZ2E-01EH1EC6-QlEnercalcl19182 Sephora Cailsbad.ec6 Software convriaht ENERCALC. INC. 1983-2019. Build:10.19.1.30 DESCRIPTION: Double joist supporting RTU2 and RTU3 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C C FN C1 Cr Cm C t CL M tb Pb V Fi F'v +D+5+H 0.900 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length26.901 ft 1 0.667 0.132 1.15 0.900 1.00 1.15 1.00 1.00 1.00 6.68 913.49 1368.79 0.72 27.29 207.00 Length 0.09854ft 1 0.007 0.132 1.15 0.900 1.00 1.15 1.00 1.00 1.00 0.07 9.81 1368.79 0.71 27.29 207.00 +D+0.750Lr+0.7501+H 0.900 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =26.901 It 1 0.783 0.163 1.25 0.900 1.00 1.15 1.00 1.00 1.00 8.53 1,165.64 1487.81 0.97 36.78 225.00 Length 0.09854ft 1 0.009 0.163 1.25 0.900 1.00 1.15 1.00 1.00 1.00 0.10 13.48 1487.81 0.96 36.78 225.00 +D+0.750L+0.750S+H 0.900 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length26.901 ft 1 0.667 0.132 1.15 0.900 1.00 1.15 1.00 1.00 1.00 6.68 913.49 1368.79 0.72 27.29 207.00 Length 0.09854ft 1 0.007 0.132 1.15 0.900 1.00 1.15 1.00 1.00 1.00 0.07 9.81 1368.79 0.71 27.29 207.00 +D+0.60W+H 0.900 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =26.901 ft 1 0.480 0.095 1.60 0.900 1.00 1.15 1.00 1.00 1.00 6.68 913.49 1904.40 0.72 27.29 288.00 Length 0.09854ft 1 0.005 0.095 1.60 0.900 1.00 1.15 1.00 1.00 1.00 0.07 9.81 1904.40 0.71 27.29 288.00 +D+0.75OLr+0.450W+H 0.900 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length26.901 ft 1 0.612 0.128 1.60 0.900 1.00 1.15 1.00 1.00 1.00 8.53 1,165.64 1904.40 0.97 36.78 288.00 Length 0.09854ft 1 0.007 0.128 1.60 0.900 1.00 1.15 1.00 1.00 1.00 0.10 13.48 1904.40 0.96 36.78 288.00 +D+0.750S+0.450W+H 0.900 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 . 0.00 Length = 26.901 It 1 0.480 0.095 1.60 tO.900 1.00 1.15 1.00 1.00 1.00 6.68 913.49 1904.40 0.72 27.29 288.00 Length 0.09854ft 1 0.005 0.095 1.60 0.900 1.00 1.15 1.00 1.00 1.00 0.07 9.81 1904.40 0.71 27.29 288.00 +0.600+0.60W+Q.60H 0.900 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length26.901 ft 1 0.288 0.057 1.60 0.900 1.00 1.15 1.00 1.00 1.00 4.01 548.10 1904.40 0.43 16.37 288.00 Length O.09854ft 1 0.003 0.057 1.60 0.900 1.00 1.15 1.00 1.00 1.00 0.04 5.88 1904.40 0.42 16.37 288.00 +D+0.70E+0.60H . . 0.900 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length26.901 ft 1 0.480 0.095 1.60 0.900 1.00 1.15 1.00 1.00 1.00 6.68 913.49 1904.40 0.72 27.29 288.00 Length 0.09854ft 1 0.005 0.095 1.60 0.900 1.00 1.15 1.00 1.00 1.00 0.07 9.81 1904.40 .0.71 27.29 288.00 +D+0.750L+0.750S+0.5250E+H 0.900 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length26.901 ft 1 0.480 0.095 1.60 0.900 1.00 1.15 1.00 1.00 1.00 6.68 913.49 1904.40 0.72 27.29 288.00 Length = 0.09854 ft 1 0.005 0.095 1.60 0.900 1.00 1.15 1.00 1.00 1.00 0.07 9.81 1904.40 0.71 27.29 288.00 +0.60D+0.70E+H 0.900 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length26.901 ft 1 0.288 0.057 1.60 0.900 1.00 1.15 1.00 1.00 1.00 4.01 548.10 1904.40 0.43 16.37 288.00 Length 0.09854ft 1 0.003 0.057 1.60 0.900 1.00 1.15 1.00 1.00 1.00 0.04 5.88 1904.40 0.42 16.37 288.00 Overall Maximum Deflections Load Combination Span Max. °- Deft Location in Span Load Combination Max. +" Deft Location in Span +D+Lr+H 1 1.1270 13.500 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.110 1.094 Overall MiNimum 0.365 0.365 +0+1-I 0.746 0.729 +D+L+H 0.746 ' 0.729 +D+Lr+H 1.110 1.094 +D+S+H 0.746 0.729 +D+0.750Lr+0.750L+H 1.019 1.002 +D+0.750L+0.750S+H 0.746 0.729 +D+0.60W+H , 0.746 0.729 +D+0.750Lr+0.450W+H 1.019 1.002 +D+0.750S+0.450W+H 0.746 0.729 +0.60D+0.60W+0.60H 0.448 0.437 +D+0.70E+0.60H 0.746 0.729 +D+0.750L+0.750S+0.5250E+H 0.746 0.729 +0.60D+0.70E+H 0.448 0.437 D Only 0.746 0.729 LrOnly 0.365 0.365 L Only S Only WOnly E Only H Only Date: 6/12/19 Project: Sephora Carlsbad McComas Engineering, Inc. Calc. By: SMA Location: Carlsbad, CA roi. No.: 19182 Client: ChiDman Desian Architectures Carmel, Indiana I [Structural Calculations for the RTU Surnort. I McComas Engineering, Inc. 1717 East 116th Street, Suite 200 Carmel, Indiana 46032 P: 317-580-0402 F: 317-582-0766 www.mccomaseng.com Certified By: I I UI,11111 ? I PE60860325 STATE OF , 7e/ONA,' ,'l"HIIIU" Date: 6/12/19 Project: Sephora Carlsbad McComas Engineering, Inc. Calc. By: SMA Location: Carlsbad, CA Structural Engineers Proj. No.: 19182 Client: Chipman Design Architectures Carmel, Indiana ROOFLOADS I Localior Roofing Insulatior, Decking Framing Ceiling MEF Sprinklei Othei 0thei Othea Main Single Ply Fully Adhered to psf 4' Rigid Insulation 3.0 psf Plywood, 5/8" APA 24/16 2.0 psf Wood Glulam Purlins @ 7'-O" o.c. 5.0 psf Acoustical Tile (Lay-In) 2.0 psf HVAC & Electrical 2.0 psf Common Sprinkler Systems 2.0 psf Misc 1.0 PS Dead Load, D 18.0 psf Roof Live Load, Lr 20.0 psf Snow Load, S 20.0 psf Dead + Live (D+Lr) 38.0 psf Dead + Snow (D+S)J 38.0 psf Superimposed Dead Loadl 11.0 psf 1. Superimposed Dead Load = Design Dead Load - Decking - Framing 2. Table 4-1. Concentrated Loads, Lr: All roof surfaces subject to maintenance workers - 300 lb Primary roof members, exposed to a work floor Single panel point of lower chord of roof trusses or any point along primary structural members supporting roofs over manufacturing, storage warehouses and repair garages - 2000 lb All other occupancies - 300 lb 010002 PIF 7-10 V5.0 19182 Sephora Carlsbad CA.xlsx 6/24/2019 Page 1 of 1 Date: 6/12/19 Project: Sephora Carlsbad McComas Engineering, Inc. Caic. By: SMA Location: Carlsbad, CA Structural Engineers Proj. No.: 19182 Client: Chipman Design Architectures Carmel, Indiana AW WIND LOADS - ASCE 7-10 (Chaoter 261 - I Roof Area I - -Main Roof -- Chapter 26 General Requirements Risk Wind Exposure Bldg. Length Bldg. Width Mean Roof Category Speed Category E I CI n East-West North-South Roof Ht. Roof Type Pitch Vult L B h II 110 mph C Enclosed W7 1" 51.00ft 16.00ft Monoslope 0.2gin Topo Low-Rise Parapet Roof LFRS Damping • Factor Building Elevation Overhang Ratio, 13 None Yes I No Other LFRS 0.02 Directionality Internal Internal Roof App. Natural Height! Structure Gust Factor Factor Pressure Pressure Angle Frequency Least Width Type N-S E-W Kd GCpi +1- qh*GCpi na <=4 GL GB 0.85 0.18 4.1 psf 1.190 4.688 0.31 Rigid 0.85 0.85 Structure Simple Torsionally Hurricane Glazing Wind Speed Load Combo Shape Diaphragm Regular Prone Imp. Resist. 1 VASD 1.0 Regular Yes Yes No No 86 mph I Strength Chapter 27 Directional Procedure - MWFRS I ASCE 7-10 Strength Level Loads Normal to 1: 134 ft. Wall (N-S Wind) Normal to B: 51 ft. Wall (E-W Wind) Height Kz Kzt qz Windward Leeward Combined Windward Leeward Combined 15 ft 0.85 1.00 22 psf 15 psf -10 psf 25 psf 15 psf -10 psf 25 psf 1 16 ft 0.86 1.00 23 psf 15 psf -10 psf 25 psf 15 psf -10 psf 25 psf I Mean Roof Height Pressure, ghl 23 psf I Side Walls (E-W)I -18 psf I Side Walls (N-S)I -18 psf 27.4.4 Roof Overhangs - MWFRS Pressure None 27.4.5 Parapets - MWFRS Elevation Kz Kzt qp Windward Leeward 0.00 ft 0.85 1.00 22 psf 34 psf -22 psf 27.4.7 Minimum Design Wind Loads - MWFRS Method Walls Roofs Open Roofs Strength 16 psf 8 psf 16 psf 010002 PIF 7-10 V5.0 19182 Sephora Carlsbad CA.xlsx 6/24/2019 Page 1 of 2 Date: 6/12/19 Project: Sephora Carlsbad Caic. By: SMA Location: Carlsbad, CA 'roj. No.: 19182 Client: Chipman Design Architectures WIND]L!OADSASCE R21 011 Chapter 27 Directional Procedure - McComas Engineering, ASCE 7-10 Strength Level Loads East - West Wind (B Direction) North - South Wind (1 Direction) CL M 32-51 ft I -10/1 I 16-32 ft -14/1 Ln 0-8 ft 8-16 ft 16-32 ft 32-134ft " Flat 11 11 -21/1 -21/1 -14/1 -10/1 CO 8-16 It I -21/1 I Flat 0-8 ft -21/1 CL rn L134ft 23psf L 134 ft U 23 psf North North Chapter 27 Directional Procedure -MWFRS Wall Loads (Combined Windward + Leeward) East - West Wind (B Direction) North - South Wind (L Direction) opsf opsf opsf 0psf Opal Opaf Opal Opal Opal Opal Opal opsf opsf Opal Opal 0psf Opal opsf opsf Opaf Opal Opal Opal Opal Opal Opsf Opal opsf Opsf Opsf Opal Opal Opal Opal Opal opsf Opal Opsl Opsl Opal 16ft 25 pal 16 ft 25 pal 15 ft 25 psf 15 ft 25 pal 0 pal 5 psf 10 psf 15 pal 20 pal 25 psf 30 psf 0 psf 5 pal 10 psf 15 psf 20 pal 25 psI 30 psf 010002 PIF 7-10 V5.0 19182 Sephora Carlsbad cA.xlsx 6/24/2019 Page 2 of 2 Date: 6/12/19 Project: Sephora Carlsbad McComas Engineering, Inc. Caic. By: SMA Location: Carlsbad, CA Structural Engineers Proj. No.: 19182 Client: Chipman Design Architectures Carmel. Indiana AW SEISMIC LOADS ASCE 7-10 (Chapters 11 thru 22) . Zip Code Risk Category: II Normal Risk Stories 1 Importance Factor, le: 1.00 Diaphragm Type Flexible 5%Damped Response Site Coefficients Spectral Response Structural Height Site Class Short Per. 0.2sSs Is Period 1.0sS1 1 Tab. 11.4-1 Fa Tab. 11.4-2 Fv 11.4-1 Sms 11.4-2 Smi 11.4-3 Sds 11.4-4 Sd1 16.00 ft D 0.997 0.365 1.101 1.670 1.098 0.610 0.732 0.406 Seismic Force-Resisting System (SFRS) ...............................A. Bearing Wall Systems 15.Light-frame(wood) wallssheathedwithwoodstructuralpanelsra edfor shearresistance TabI 12.2-1 Dpsian Coptticipnts and Factors 12.6 12.8-1 Overstrength Dell. Amp. 12.3.4 Response Seismic Analysis Base Shear Factor Factor Height ASCE 7 Redundancy Modification Design Cat. Procedure CsW b Cd Limit C DetailingSection p Rd SOC ELFA 11.3%W 3 4 65 ft 14.5 1.3 6.5 D Footnotes from Table 12.2-1: a Response modification coefficient, R, for use throughout the standard. Note R reduces forces to a strength level, not an allowable stress level. b Deflection amplification factor. Cd, for use in Sections 12.8.6, 12.8.7, and 12.9.2. C NL = Not Limited and NP = Not Permitted. For metric Units use 30.5 m for 100 ft and use 48.8 m for 160 ft. d See Section 12.2.5.4 for a description of seismic force-resisting systems limited to buildings with a structural height, hn, of 240 ft (73.2 m) or less. 9 Where the tabulated value of the overstrength factor, 00, is greater than or equal to 2%, DO is permitted to be reduced by subtracting the value of 11 Long-Period Structure 11.4.5 Design Response Spectrum Transition Period TL Ta To Ts Ct StructureType (Table 12.8-2) Fig.22-12 (12.8-7) 0.2S01/SDs SoilS as Tab. 1Z8-2 AllOther StructuralSystems 12 0.160 0.111 0.555 0.02 010002 PIF 7-10 V5.0 19182 Sephora Carlsbad CA.xlsx 6/24/2019 Page 1 of 4 Date: 6/12/19 Project: Sephora Carlsbad McComas Engineering, Caic. By: SMA Location: Carlsbad, CA roj. No.: 19182 Client: Chipman Design Architectures SEISMICLOADS ASCE 7-10 (Char ill thru -Table 12.3-1 Horizontal Structural Irregularities la lb 2 3 4 5 Torsional Extreme Torsional Reentrant Corner Diaphragm Discontinuity Out-of-Plane Offset Nonparallel System Table 12.3-2 Vertical Structural Irregularities la lb 2 3 4 5a 5b Stiffness Soft Story Extreme Soft Story Weight (Mass) Vertical Geometric In-Plane Discontinuity Weak Story Extreme Weak Story 12.3.3 Limitations with Structural Irregularities 12.3.3.1 - - - Section Check is OK 12.3.3.2 Section Check is OK 12.3.3.3 - Section Check is OK 12.3.3.4 - Section Check is OK Seismic Load Combinations 12.4.2.3 Strength Design Seismic Load Combinations (12.4-1) E=Eh+Ev E=1.3 Qe+0.183 0 5 1.346D + 1.3 Qe + L + 0.2S (12.4-2) E=Eh-Ev E1.3 Qe-0.183 D 7 1.046D + 1.3 Qe (12.4-3) EhpQe 1.3 Qe (12.4-4) Ev=0.2SDsD 0.183 D 12.4.2.3 Allowable Stress Design Seismic Load Combinations (12.4-5) Em=Emh+Ev E=3 Qe+0.183 D 5 1.102D + 0.91Qe (12.4-6) EmEmh-Ev E=3 Qe-0.I83 D 6 1.073D + 0.683Qe + 0.75L + 0.75S (12.4-7) Emh=fl00e 3 Qe 8 0.498D + 0.91Qe 12.4.3.2 Strength Design with Overstrength Factor fl 5 1.346D + 3Qe + L + 0.2S 7 0.754D + 3Qe 12.4.3.2 Allowable Stress Design with Overstrength Factor fl 5 1.IO2D+2.1Qe 6 1.0770 + 1.575Qe + 0.75L + 0.75S 8 0.498D + 2.1Qe E = Seismic Load Effect Eh = Effect of horz. forces Ev = Effect of vert. forces Emh = Seismic load effect including 0 Qe = Effects of horz. forces from V or Fp 010002 PIF 7-10 V5.0 19182 Sephora Carlsbad CA.xlsx 6/24/2019 Page 2 of 4 Date: 6/12/19 Project: Sephora Carlsbad McComas Engineering, Caic. By: SMA Location: Carlsbad, CA Structural Engineers Droj. No.: 19182 Client: Chipman Design Architectures Carmel, Indiana SEISMIC LOADS ASCE 7-10 (Chapters 11 thru 22) 12.3.1 Diaphragm Flexibility Flexible Diaphragm Type Has Been Input !None ble Rigid (12.8.4.2) Accidental Torsion: 5% (12.8.4.3) Amp. of Torsion: - 12.4.4 Minimum Upward Force for Horizontal Cantilevers 0.2D in addition to LC in Section 12.4 12.5 Direction of Loading for SDC D I Orthogonal Effects Must Be Considered I As a minimum, conform to the requirements of Section 12.5.3. In addition, any column or wall that forms part of two or more intersecting seismic force-resisting systems and is subjected to axial load due to seismic forces acting along either principal plan axis equaling or exceeding 20 percent of the axial design strength of the column or wall shall be designed for the most critical load effect due to application of seismic forces in any direction. Either of the procedures of Section 12.5.3 a orb are permitted to be used to satisfy this requirement. Except as required by Section 12.7.3, 2-1) analyses are permitted for structures with flexible diaphragms. 12.6 Anlaysis Procedure Risk Cat. SDC Stories Height Horz. Irr. Veil. lrr. T<3.5Ts Light-Frame II D 1 16.00 ft No No Yes Yes Analysis Procedure Equivalent Lateral Force Analysis, Section 12.8 12.8 Equivalent Lateral Force Procedure SOS SDI le R T TL 0.732 0.406 1.00 6.5 0.160 12 12.9 Modal Response Spectrum Analysis (12.9.2) R/le Cd/le 6.50 4.00 Cs (12.8-2) Cs (12.8-3) Cs (12.8-5) I Cs (12.8-6) 0.113 0.391 1 0.032 1 - Seismic Base Shear, V = 11.3% W 12.7.2 Effective Seismic Weiaht (Add to Overall Buildina Mass) Additional Floor Seismic Weight Per Level Area Live Load Type Live Load Live, L1 Partition, L 2 Equipemnt Platform Walkways and elevated plai 60 psf Not Req'd 1. 12.7.2.1:25% x Live Load for Storage. Not required if no more than 5% is added to that level. 12 7 2 2, Adu2I wpinht nf nartilinn. nr 11) nf whirhavar is arnQfpr Additional Roof Seismic Weight Per Level Area Snow, S Live, L Snow, S1 Main 20 psf 20 psf Not Req'd - Canopy 20 psf 20 psf Not Req'd - 010002 PIF 7-10 V5.0 19182 Sephora Carlsbad CA.xlsx 6/24/2019 Page 3 of 4 Date: 6/12/19 Project: Sephora Carlsbad McComas Engineering, Caic. By: SMA Location: Carlsbad, CA Structural Engineers Proj. No.: 19182 Client: Chipman Design Architectures Carmel, Indiana SEISMIC LOADS ASCE 7-10 (Chapters 11 thru 22) 12.10 Diaphragms, Chords & Collectors 12.10.1 Diaphragm Design (12.10-2) Fpx = 0.19 wpx wpx = Weight tributary to the diaphragm at Level x (12.10-3) Fpx = 0.381 wpx 12.10.2 Collector Elements 12.11.1 Design for Out-of-Plane Forces (12.11-1) Fp = 0.4 SDS Is Wp= 0.293 Wp 12.11.2 Anchorage of Structural Walls (Minimum In-Plane Forces) (12.11-1) Fp=.4 SDS ka le Wp Wp = Weight of Wall Triburary to the Anchor (12.11-2) kal.0+Lf/100 , ka (max) = 2.0 Lf = ka = Fp = Wall Anchorage Forces for Flexible Diaphragm 20 ft I 30ft 40ft 50ft I 60 ft 70 ft 80 ft I 90ft I lOOft : 0.351 Wp 10.381 Wp 0.41 Wp 10.439 Wp 0.468 Wp 0.498 Wp 0.527 Wp 0.556 Wp 0.586 Wp Wall Anchorage Forces for Rigid Diaphragm Fp = 0.293 Wp ka = 0.0 12.11.2.2 Additional Requirements, See Section 12.12 Drift and Deformation Table 12.12-1 Allowable Story Drift Aa All other structures 0.02 hsx Structures, other than masonry shear wall structures, 4 stories or less with interior walls, partitions, ceilings, and 0.025 hsx exterior wall systems that have been designed to accommodate the story drifts 12.13 Foundation Design (12.13.4) 25% Overturning Effects at Soil-Foundation Interface Allowable Reduction (12.13.5.2) - - (12.13.6) Comply with ACI 318 Section 21.8 (12.13.6.2) - - 010002 PIF 7-10 V5.0 19182 Sephora Carlsbad CA.xlsx 6/24/2019 Page 4 of 4 MComas Engineering 1717E 116th St Carmel, IN 46032 Project Title: Sephora-Carlsbad Engineer: SMA Project ID: MEl 19182 Project Descr: Printed: 24 JUN 2019, 4:48PM Wood Beam hue L:11bbLLt-Uuu1I bUtfleItlC%1C1OZ eprwra L.a050ao.eco . Software copyright ENERCALC, INC. 1983-2019. Buiid:10.I9.1.30 DESCRIPTION: Double joist supporting RTU2 and RTU3 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb + 1,150.0 psi E: Modulus of Elasticity Load Combination ASCE 7-16 Fb - 1,150.0 psi Ebend- xx 1,800.0ksi Fc - PrIl 1,800.0 psi Eminbend -xx 660.0 ksi Wood Species : Douglas Fir-Larch (North) Fc - Perp 625.0 psi Wood Grade : No. I & Btr Fv 180.0 psi Ft 750.0 psi Density 30.590pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase 2-2x14 Span = 27.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.0210, Lr = 0.0270, Tributary Width = 1.0 ft Point Load: 0 = 0.4540 k © 10.250 ft Point Load: 0 = 0.4540k @ 16.250 ft aximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection = 0.853 1 Maximum Shear Stress Ratio 2-2x14 Section used for this span = 913.49psi fv: Actual = 1,071.23p5i Fv: Allowable +D+H Load Combination 13.894ft Location of maximum on span = Span # 1 Span # where maximum occurs 0.310 in Ratio= 1044>=360 0.000 in Ratio = 0<360 1.127 in Ratio = 287>=180 0.000 in Ratio= 0<180 = 0.178:1 2-2x14 = 39.94 psi = 225.00 psi +D+Lr+H = 0.000 ft = Span#1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C C EN C j Cr Cm C It CL M lb Pb V fv F'v +D+H 0.00 0.00 0.00 0,00 Length 26.901ft 1 0.853 0.168 0.90 0.900 1.00 1.15 1.00 1.00 1.00 6.68 913.49 1071.23 0.72 27.29 162.00 Length = 0.09854 ft 1 0.009 0.168 0.90 0.900 1.00 1.15 1.00 1.00 1.00 0.07 9.81 1071.23 0.71 27.29 162.00 +D+L+H 0.900 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 26.901 It 1 0.767 0.152 1.00 0.900 1.00 1.15 1.00 1.00 1.00 6.68 913.49 1190.25 0.72 27.29 180.00 Length =O.09854ft 1 0.008 0.152 1.00 0.900 1.00 1.15 1.00 1.00 1.00 0.07 9.81 1190.25 0.71 27.29 180.00 +D+Lr+H 0.900 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 26.901 ft 1 0.840 0.178 1.25 0.900 1.00 1.15 1.00 1.00 1.00 9.14 1,249.71 1487.81 1.06 39.94 225.00 Length 0.09854ft 1 0.010 0.178 1.25 0.900 1.00 1.15 1.00 1.00 1.00 0.11 14.70 1487.81 1.04 39.94 225.00 MComas Engineering 1717 E 116th St Carmel, IN 46032 I Wood Beam Project Title: Sephora-Carlsbad Engineer: SMA Project ID: MEl 19182 Project Descr: Punted: 24 JUN 2019, 4:48PM File = L:t16GZ2E-OIEHTEC6-Q'iEnercalct19182 Sephora Cavlsbad.ec6 Software convuiht ENERCAIC. INC. 1983.2019. Build:10.19.1.30 DESCRIPTION: Double joist supporting RTU2 and RTU3 Load Combination Max Stress Ratios Segment Length Span # M v C C IN +D+S+H 0.900 Length = 26.901 ft 1 0.667 0.132 1.15 0.900 Length 0.09854ft 1 0.007 0.132 1.15 0.900 +D+0.750Lr+0.7501+H 0.900 Length =26.901 ft 1 0.783 0.163 1.25 0.900 Length 0.09854ft 1 0.009 0.163 1.25 0.900 +D+0.750L+0.750S+H 0.900 Length26.901 ft 1 0.667 0.132 1.15 0.900 Length = 0.09854 ft 1 0.007 0.132 1.15 0.900 +D+0.60W+H 0.900 Length = 26.901 ft 1 0.480 0.095 1.60 0.900 Length 0.09854ft 1 0.005 0.095 1.60 0.900 +D+0.750Lr+0.450WsH 0.900 Length = 26.901 ft 1 0.612 0.128 1.60 0.900 Length = 0.09854 ft 1 0.007 0.128 1.60 0.900 +O0.750S+0.450W+H 0.900 Length = 26.901 ft 1 0.480 0.095 1.60 0.900 Length = 0.09854 ft 1 0.005 0.095 1.60 0.900 +0,60D+0.60W+0.60H 0.900 Length26.901 ft 1 0.288 0.057 1.60 0.900 Length = 0.09854 ft 1 0.003 0.057 1.60 0.900 +D+0.70E+0.60H 0.900 Length = 26.901 It 1 0.480 0.095 1.60 0.900 Length 0.09854ft 1 0.005 0.095 1.60 0.900 +D+0.750L+0.750S+0.5250E+H 0.900 Length = 26.901 It 1 0.480 0.095 1.60 0.900 Length = 0.09854 ft 1 0.005 0.095 1.60 0.900 +0.60D+0.70E+H 0.900 Length26.901 ft 1 0.288 0.057 1.60 0.900 Length = 0.09854 ft 1 0.003 0.057 1.60 0.900 Overall Maximum Deflections C1 Cr Cm C 11 CL Moment Values M lb Pb V Shear Values fv Fv 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.15 1.00 1.00 1.00 6.68 913.49 1368.79 0.72 27.29 207.00 1.00 1.15 1.00 1.00 1.00 0.07 9.81 1368.79 0.71 27.29 207.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.15 1.00 1.00 1.00 8.53 1,165.64 1487.81 0.97 36.78 225.00 1.00 1.15 1.00 1.00 1.00 0.10 13.48 1487.81 0.96 36.78 225.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.15 1.00 1.00 1.00 6.68 913.49 1368.79 0.72 27.29 207.00 1.00 1.15 1.00 1.00 1.00 0.07 9.81 1368.79 0.71 27.29 207.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.15 1.00 1.00 1.00 6.68 913.49 1904.40 0.72 27.29 288.00 1.00 1.15 1.00 1.00 1.00 0.07 9.81 1904.40 0.71 27.29 288.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.15 1.00 1.00 1.00 8.53 1,165.64 1904.40 0.97 36.78 288.00 1.00 1.15 1.00 1.00 1.00 0.10 13.48 1904.40 0.96 36.78 288.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 6.00 0.00 1.00 1.15 1.00 1.00 1.00 6.68 913.49 1904.40 0.72 27.29 288.00 1.00 1.15 1.00 1.00 1.00 0.07 9.81 1904.40 0.71 27.29 288.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.15 1.00 1.00 1.00 4.01 548.10 1904.40 0.43 16.37 288.00 1.00 1.15 1.00 1.00 1.00 0.04 5.88 1904.40 0.42 16.37 288.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.15 1.00 1.00 1.00 6.68 913.49 1904.40 0.72 27.29 288.00 1.00 1.15 1.00 1.00 1.00 0.07 9.81 1904.40 0.71 27.29 288.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.15 1.00 1.00 1.00 6.68 913.49 1904.40 0.72 27.29 288.00 1.00 1.15 1.00 1.00 1.00 0.07 9.81 1904.40 0.71 27.29 288.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.15 1.00 1.00 1.00 4.01 548.10 1904.40 0.43 16.37 288.00 1.00 1.15 1.00 1.00 1.00 0.04 5.88 1904.40 0.42 16.37 288.00 Load Combination Span Max. R-" - Deft Location in Span Load Combination Max. '+" Deft Location in Span +D+Li*H 1 1.1270 13.500 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.110 1.094 Overall MiNimum 0.365 0.365 +D+H 0.746 0.729 +D+L+H 0.746 0.729 +D+Lr+H 1.110 1.094 +D+5+H 0.746 0.729 +D+0.750Lr+0.750L+H 1.019 1.002 +D+0.750L+0.750S+H 0.746 0.729 +D+0.60W+H 0.746 0.729 +D+0.750Lr+0.450W+H 1.019 1.002 +D+0.750S+0,450W+H 0.746 0.729 +0.60D+0.60W+0.60H 0.448 0.437 +D+0.70E+0.60H 0.746 0.729 +D+0.750L+0.7505+0.5250E+H 0.746 0.729 +0.60D+0.70E+H 0.448 0.437 O Only 0.746 0.729 Ir Only 0.365 0.365 L Only S Only IN Only E Only H Only SAN DIEGO REGIONAL I OFFICE USE ONLY - HAZARDOUS MATERIALS CC) 'RECORD ID#________________________________ IPLAN CHECK # CC 011 -0 QUESTIONNAIRE BP I Yc? I I/ Business Name Business Contact Telephone # BROOKFIELD PROPERTIES: TIMOTHY M. WERSELL 312.960.2829 Project Address SHOPPES AT CARLSBAD City State Zip Code I APN# SPACE #214: 2525 EL CAMINO REAL CARLSBAD , CA 92008 I 156-302-07,156-302-08 Mailing Address 1350 East Touhy Avenue City State Zip Code I Plan File# First Floor East Des Plaines IL 60018 Project Contact JUAN CASTILLO Applicant E-mail Telephone # Chigman Design Architecture jcastillo@chipman-design.com 847-298-6900 The following questions represent the facility's activities, NOT the specific project description. PART I: FIRE DEPARTMENT - HAZARDOUS MATERIALS DIVISION: OCCUPANCY CLASSIFICATION: (not required for proiects within the City of San Diego): Indicate by circling the item, whether your business will use, process, or store any of the following hazardous materials. If any of the items are circled, applicant must contact the Fire Protection Agency with jurisdiction prior to plan submittal. Occupancy Rating: Facility's Square Footage (including proposed project): Explosive or Blasting Agents 5. Organic Peroxides 9. Water Reactives Compressed Gases 6. Oxidizers 10. Cryogenics Flammable/Combustible Liquids 7. Pyrophoncs 11. Highly Toxic or Toxic Materials Flammable Solids 8. Unstable Reactives 12. Radioactives Corrosives Other Health Hazards None of These. Call (858) 505-6700 prior to the issuance of a building permit. FEES ARE REQUIRED Project Completion Date: Expected Date of Occupancy: YES NO (for new construction or remodeling projects) 0 IN Is your business listed on the reverse side of this form? (check all that apply). 0 IN Will your business dispose of Hazardous Substances or Medical Waste in any amount? 0 an Will your business store or handle Hazardous Substances in quantities greater than or equal to 55 gallons, 500 pounds and/or 200 cubic feet? 0 IN Will your business store or-handle carcinogens/reproductive toxins in any quantity? 0 IX Will your business use an existing or install an underground storage tank? 0 IXI Will your business store or handle Regulated Substances (CalARP)? 0 IX Will your business use or install a Hazardous Waste Tank System (Title 22, Article 10)? 0 R1 Will your business store petroleum in tanks or containers at your facility with a total facility storage capacity equal to or greater than 1,320 gallons? (California's Aboveground Petroleum Storage Act). If the answer to any of the Diego, CA 92123. CalARP Exempt Date Initials CalARP Required' Date Initials CalARP Complete Date Initials PART III: SAN DIEGO COUNTY AIR POLLUTION CONTROL DISTRICT (APCD): Any YES* answer requires a stamp from APCD 10124 Old Grove Road, San Diego, CA 92131 ancdcomp.sdcountv.ca.gov (858) 586-2650). [No stamp required if Qi Yes Ind 03 Yes Ind 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-commercial use; deliberate bums; residences forming part of a larger project. [Excludes garages & small outbuildings.] YES NO 0 Will the project disturb 160 square feet or more of existing building materials? 0 IX 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 1 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 equipmenl emit air contaminants? See the reverse side of this form or APCD factsheet (www.sdaocd.ora/info/facts/oermits.odf) 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 boundary Briefly describe business activities: Briefly describe proposed project: Existing mall space modification for future retail No business. Work for future)enant tenant. Tenant build-out by tenant under separate permit the best of my knowledge and belief Die responses made herein are true and correct. 9/'- I,#,, Date FIRE DEPARTMENT OCCUPANCY CLASSIFICATION: FOR OFFICAL USE ONLY: DATE: / I BY: EXEMPT OR NO FURTHER INFORMATION REQUIRED RELEASED FOR BUILDING PERMIT BUT NOT FOR OCCUPANCY RELEASED FOR OCCUPANCY COUNTY-HMD APCD COUNTY-HMD APCD COUNTY-HMD APCD -A stamp in this box only exempts businesses from completing or updating a Hazardous Materials Business Plan. Other permitting requirements may Still apply. HM-9171 (08/15) County of San Diego - DEH - Hazardous Materials Division INDUSTRIAL WASTEWATER DISCHARGE PERMIT SCREENING SURVEY Date 07/17/19 Business Name BROOKFIELD PROPERTIES 350 N Orleans St. Suite Street Address 100 Chign II RflR4 Email Address timothy.werseII@brookfieldpropertiesretail.com PLEASE CHECK HERE IF YOUR BUSINESS IS EXEMPT: (ON REVERSE SIDE CHECK TYPE OF BUSINESS) Check all below that are present at your facility: Acid Cleaning Ink Manufacturing Nutritional Supplement/ Assembly Laboratory Vitamin Manufacturing Automotive Repair Machining / Milling Painting / Finishing Battery Manufacturing Manufacturing Paint Manufacturing Biofuel Manufacturing Membrane Manufacturing Personal Care Products Biotech Laboratory (i.e. water filter membranes) Manufacturing Bulk Chemical Storage Metal Casting/ Forming Pesticide Manufacturing! Car Wash Metal Fabrication Packaging Chemical Manufacturing Metal Finishing Pharmaceutical Manufacturing Chemical Purification Electroplating (including precursors) Dry Cleaning Electroless plating Porcelain Enameling Electrical Component Anodizing Power Generation Manufacturing Coating (i.e. phosphating) Print Shop Fertilizer Manufacturing Chemical Etching / Milling Research and Development Film/X-ray Processing, Printed Circuit Board Rubber Manufacturing Food Processing Manufacturing Semiconductor Manufacturing Glass Manufacturing Metal Powders Forming Soap/ Detergent Manufacturing Industrial Laundry Waste Treatment/ Storage SIC Code(s) (if known): N/A Brief description of business activities (Production ! Manufacturing Operations): N/A Description of operations generating wastewater (discharged to sewer, hauled or evaporated): N/A Estimated volume of industrial wastewater to be discharged (gal / day): N/A List hazardous wastes generated (type / volume): N/A Date operation began/or will begin at this location: N/A Have you applied for a Wastewater Discharge Permit from the Encina Wastewater Authority? Yes No If yes, when: N/A Site ContactJTB Title Signature s______Phone No. ENCINA WATER AUTHORITY, 6200 Avenida Encinas Carlsbad, CA 92011 (760) 438-3941 FAX: (760) 476-9852 (City of Carlsbad CLIMATE ACTION PLAN CONSISTENCY CHECKLIST B-50 Development Services Building Division 1635 Faraday Avenue (760) 602-2719 www.carlsbadca.gov PURPOSE This checklist is intended to assist building permit applicants identify which Climate Action Plan (CAP) ordinance requirements apply to their projects. Unless none of the requirements apply, the completed checklist must be included in the building permit application. It may be necessary to supplement the completed checklist with supporting materials, calculations or certifications, to demonstrate full compliance with CAP ordinance requirements. For example, projects that propose or require a performance approach to comply with energy- related measures will need to attach to this checklist separate calculations and documentation as specified by the ordinances. 4 If an item in the checklist is deemed to be not applicable to a project, or is less than the minimum required by ordinance, an explanation must be provided to the satisfaction of the Building Official. 4 Details on CAP ordinance requirements are available on the city's website. Application Information Project Name/Building SHOPPES AT CARLSBAD SPACE #214 Permit No.: 2525 EL CAMINO REAL BP No.: CARLSBAD, CA 92008 CIQ 35 Property Address/APN: 156-302-07, 156-302-08 Applicant Name/Co.: BROOKFIELD PROPERTIES: TIMOTHY M. WERSELL Applicant Address: 350 N Orleans St. Suite 300, Chicago. IL 60654 Contact Phone: 312.960.2829 Contact Email: timothy.wersell@brookfieldpropertiesretail.com Contact information of person completing this checklist (if different than above): Name: JUAN CASTILLO Contact Phone: 847-298-6900 Company Chipman Design Architecture name/address: 1350 East Touhy Avenue Contact Email: jcastillo@chipman-design.com First Floor East Des Plaines, IL 60018 Applicant Signature: Date: 7 LZ-2- B-50 Page 1 of 3 Revised 04/19 City of Carlsbad Climate Action Plan Consistency Checklist Use the table below to determine which sections of the Ordinance Compliance checklist are applicable to your project. For residential alterations and additions to existing buildings, contact the building counter for the building permit valuation. Building Permit Valuation (BPV) $ Construction Type EIIJ Residential O New construction Alterations: BPV ~ $60,000 Electrical service panel up BPV 21200,000 E1 Nonresidential O New construction 12 Alterations Complete Section(s) I Notes: 1A 0 exempt 1A 1-2 family dwellings and townhouses with attached garages 1A only Multi-family dwellings only where interior finishes are removed 1A and significant site work and upgrades to structural and mechanical, electrical, and/or nlumbinq systems are or000sed llB and 2 2 retail space, 1. Electric Vehicle Charging A 0 Residential New construction and major alterations (or electric panel upgrade)* Please refer to Carlsbad Ordinance CS-349 when completing this section. 0 One and two-family residential dwelling or townhouse with attached garage: 0 One EVSE ready parking space required 0 Exception: 0 Multi-family residential: 0 Exception: Total Parking Spaces Proposed EVSE Spaces Capable Ready Installed Total Calculations: Total EVSE spaces =10 x Total parking (rounded up to nearest whole number) EVSE Installed = Total EVSE Spaces x.50 (rounded up to nearest whole number) EVSE other Total EVSE spaces - EVSE Installed (EVSE other may be "Capable," "Reads?' or "Installed.") *Major alterations are: (1) for one and two-family dwellings and townhouses with attached garages, alterations have a building permit valuation ~ $60,000 or include an electrical service panel upgrade; (2) for multifamily dwellings (three units or more without attached garages), alterations have a building permit valuation 2t $200,000, interior finishes are removed and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed. B. El Nonresidential new construction (includes hotels/motels) 0 Exception: Total Parking Spaces Proposed EVSE Spaces Capable Ready Installed Total CIcuI2tinn: Refer in tha tahip bInw: Total Number of Parking Spaces provided Numberof required EV Spaces Number of required EVSE Installed Spaces 0-9 1 1 10-25 2 1 26-50 4 2 51-75 6 3 76-100 9 5 101-150 12 6 151-200 17 9 201 and over 10 percent of total 50 percent of Required EV Spaces Updated 4/1 2/2019 2 City of Carlsbad Climate Action Plan Consistency Checklist 2. M Transportation Demand Management (TDM) I List each proposed nonresidential use and gross floor area (GFA) allocated to each use. Employee AOl/I ,000 square feet is selected from the table below. Use GFA Employee ADT for first 1,000 S.F. Employee ADT for each subsequent 1,000 S.F. Total Employee ADT Total If total employee ADT is greater than or equal to 110 employee AOl, a 1DM plan is required. TOM plan required: Yes 0 (9~ Employee ADT Estimation for Various Commercial Uses Use 1, 000 S. f 1000 Office (aD)2 20 20 11 11 Restaurant 8 4.5 Retai13 Industrial 4 3.5 4 3 Manufacturing 4 1 Warehousing i Unless otherwise noted, rates estimated from ITE Trip Generation Manual, lOthEdition 2 For all office uses, use SAN DAG rate of 20 ADT/1 ,000 sf to calculate employee ADT Retail uses include shopping center, variety store, supermarket, gyms, pharmacy, etc. Other commercial uses may be subject to special consideration Sample calculations: Office: 20,450 sf 20,450 sf/1000 x 20 = 409 Employee ADT Retail: 9,334 sf I. First 1,000 sf= 8ADT 9,334 sf- 1,000 sf = 8,334 sf (8,334 sf/1,000 x 4.5) + 8 = 46 Employee ADT Updated 4/12/2019