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Home My WebLink About2525 EL CAMINO REAL; 214; CBC2019-0318; PermitCity of PERMIT REPORT Carlsbad Tenant Improvement Print Date: 03/03/2020 Job Address: 2525 El Camino Real, 214 Permit Type: BLDG-Commercial Work Class: Parcel No: 1563020900 Lot #: Valuation: $ 281,525.03 Reference #: Occupancy Group: Construction Type # Dwelling Units: Bathrooms: Bedrooms: Orig. Plan Check #: Plan Check #: Project Title: Description: SEPHORA: 6,053 SF T.I. WITH EXTERIOR FACADE WORK Owner: BROOKFIELD PROPERTIES 6225 N State Highway 161 Irving, TX 75038-2222 214-556-5142 Permit No: CBC2019-0318 Status: Closed - Fina led Applied: 06/25/2019 Issued: 09/23/2019 PermitFinal 03/02/2020 Close Out: Inspector: MColI Final Inspection: 03/02/2020 Contractor: BOGART CONSTRUCTION INC 9980 Irvine Center Dr, Ste 200 Irvine, CA 92618-4364 949-279-6631 FEE AMOUNT 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 PLUMBING BLDG COMMERCIAL NEW/ADDITION/REMODEL $86.00 5B1473 GREEN BUILDING STATE STANDARDS FEE $12.00 STRONG MOTION-COMMERCIAL $78.83 Total Fees: $ 2,658.40 Total Payments To Date: $ 2,658.40 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. Building Division 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 1760-602-8560 f I www.carlsbadca.gov Page 1 of 1 (City of Carlsbad COMMERCIAL BUILDING PERMIT APPLICATION B-2 Plan Check ______19 __ Est. Value PC Deposit Date Job Address THE SHOPPES AT CARLSBAD -2525 EL CAMINO REAL Suite: 214 APN: 156-302-07,156-302-08 Tenant Name: SEPI-IORA CT/Project #: Lot #:0 Occupancy: M- MERCANTILE Construction Type: Ill-B Fire Sprinklers:I no Air Conditioning: 0no BRIEF DESCRIPTION OF WORK: INTERIOR TENANT FIT-OUT OF 6053 SF SPACE WITHIN AN ENCLOSED MALL. WORK INCULDES BUT NOT LIMITED TO: CONSTRUCTION OF INTERIOR WALLS/PARTITIONS, WALL FIXTURES, FLOORING, SOFFIT, LIGHT FIXTURES AND PARTIAL MECHANICAL ELECTRICAL, PLUMBING; NEW STOREFRONT AT INTERIOR AND MINOR STOREFRONT IMPROVEMENT AT EXTERIOR FACADE. El Addition/New: New SF and Use, __New SF and Use, Deck SF, _________ Patio Cover SF (not including flatwork) FRI Tenant Improvement: 6053 SF SF, SF, Existing Use M-MERCANTILE Proposed Use MMERCANTILE(RETAIL) Existing Use (RETAIL) Proposed Use Pool/Spa: SF Additional Gas or Electrical Features? U Solar: KW, _Modules, Mounted, Tilt: Yes / No, RMA: Yes / No, Panel Upgrade: Yes / No U Plumbing/Mechanical/Electrical Only: U Other: APPLICANT (PRIMARY) PROPERTY OWNER Nanic. i 2 4_ Name: BROOKFIELD PROPERTIES Address: ?131'0 W115. I"i V. tl3t' 03,v* Address: 650 N. ORLEANS STREET, SUITE 300 City: _'EJC.-V t1 i11 State. Cu- Zip: q0 LJ(... City: CHICAGO State: IL Zip: 60654 Phone: ,v 2ç r '-( Phone: 312.960.2829 Em: t44 2Etoi 1 4-4d t1 eS ot2. Email: TIMOTHY.WERSELL@BROOKFIELDPROPERTIESRETAIL.COM DESIGN PROFESSIONAL CONTRACTOR BUSINESS Name: ROBERT J. SARGENTI - SARGENTI ARCHITECTS Name: Bogart Construction Inc Address: 461 FROM ROAD #255 Address: 9980 Irvine Center Dr. Ste 200 City: PARAMUS State:NJ Zip: 07652 City: Irvine State:CA Zip: 92618 Phone: (973) 253-9393 Phone: (949) 783-5403 Email: SDELELLO@SARGARCH.COM Email: todd@bogartconstruction.com Architect State License: C-31054 State License:707471 Bus. License: 14W6-d;A it ____________ (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 it_./ 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 ($5001). 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: Buildingcarlsbadca.gov 8-2 Page 1 of 2 Rev. 06/18 (OPTION A): WORKERS'COMPENSATION DECLARATION: I hearby affirm under penalty of perjury one of the following declarations: 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. I have and will maintain worker's compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Insurance Company Name: Zurich American Ins Co Policy No. WC980956205 Expiration Date: 04/0112020 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 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 $100,000.00, 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: ,2d/K-I" DAGENT DATE: 06/18/2019 (OPTION 131): 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. 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): 6.20.19 Natalia Shorten / LJAGENT DATE: OWNER SIGNATURE: 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? DYes Xl 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 C1 No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? 0 Yes 6No 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 permit 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). 6.21.19 Natalia Shorten APPLICANT SIGNATURE: '""" DATE: 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: BuildingcarIsbadca.gov B-2 Page 2 of 2 Rev. 06118 Permit Type: BLDG-Commercial Application Date: 06125/2019 Owner: BROOKFIELD PROPERTIES Work Class: Tenant improvement Issue Date: 09/23/2019 Subdivision: CARLSBAD TCT#76-18 Status: Closed - Finaled Expiration Date: 06/22/2020 Address: 2525 El Camino Real , 214 lVR Number: 19997 Carlsbad, CA 92008-1208 Scheduled Actual Date Start Date Inspection Type Inspection No. Inspection Status Primary Inspector •Reinspection Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency 12/23/19 Sub floor substrate at sales floor Yes BLDG-Building Deficiency Sales floor sleepers & EMT conduit! floor Yes boxes, Line E.5-G.2 & 11.5-13 only BLDG-Building Deficiency Wrong code No BLDG-Building Deficiency RTU 2 & 3 underside of roof, framing Yes BLDG-Building Deficiency 12/18/19, completion of floor sleepers & Yes conduit/floor boxes at sales floor 0113112020 0113112020 BLDG-97 Disabled 118177-2020 Partial Pass Mièhael Collins Reinspection Incomplete Accessibility Checklist Item COMMENTS Passed BLDG-Building Deficiency Partial plumbing fixtures at Inside of Yes restrooms & break counter 0211312020 0211312020 BLDG-Final 119286-2020 Partial Pass Michael Collins Reinspection Incomplete Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency Ok to merchandise, stock & train. Yes Accessibility, GFCI, EM lighting Ok. 0211912020 0211912620 BLDG-Final 119739-2020 Partial Pass Paul Burnette Reinspection Incomplete Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency Ok to merchandise, stock & train. Yes Accessibility, GFCI, EM lighting Ok. 03/02/2020 0310212020 BLDG-Final 120942-2020 Passed Michael Collins Complete Inspection Checklist Item COMMENTS • • Passed BLDG-Building Deficiency Ok to merchandise, stock & train. Yes • Accessibility, GFCI, EM lighting Ok. BLDG-Building Deficiency 3/02/20 received all final reports. Yes • BLDG-Plumbing Final . • Yes• BLDG-Mechanical Final . . . Yes BLDG-Electrical Final Yes March 02, 2020 • .• • Page 3 of 3 Permit Type: BLDG-Commercial Application Date: 06/25/2019 Owner: BROOKFIELD PROPERTIES Work Class: Tenant Improvement Issue Date: . 09/23/2019 Subdivision: CARLSBAD TCT#76-18 Status: Closed - Finaled Expiration Date: 06/22/2020 Address: 2525 El Camino Real , 214 Carlsbad, CA 92008-1208 IVR Number: 19997 Scheduled Actual Date Start Date Inspection Type • Inspection No. Inspection Status Primary Inspector Reinspection Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Restroom & plumbing wall Yes BLDG-Building Deficiency Walls/vertical soffit areas except plumbing Yes walls at back of house & sales floor. 12/1112019 1211112019 BLDG-11 113295-2019 Passed Michael Collins Complete FoundationIFtg1Pler s(Rebar) Checklist Item COMMENTS Passed - BLDG-Building•Deficiency Storefront stem wall/steel Yes BLDG-14 113296-2019 Cancelled Michael Collins Reinspection Complete Frame!SteeUBoltin giWeldlng (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency Wrong code No - BLDG-Building Deficiency RTU 2 & 3 underside of roof, framing Yes 12/16/2019 12116/2019 BLDG-14 113969-2019 Partial Pass Michael Collins Reinspection Incomplete FramelSteellBoltin g!Welding (Decks) Checklist Item COMMENTS . Passed BLDG-Building Deficiency RTU 2 & 3 underside of roof, framing Yes BLDG-Building Deficiency Sales floor sleepers & EMT conduit! floor Yes boxes, Line E.5-G.2 & 11.5-13 only BLDG-Building Deficiency Wrong code No 12/1812019 1211812019 BLDG-14 114122-2019. Partial Pass Michael Collins Reinspection Incomplete Frame/SteelIBOltin glWelding (Decks) . Checklist Item COMMENTS . Passed. BLDG-Building Deficiency Wrong code No BLDG-Building Deficiency RTU 2 & 3 underside of roof, framing Yes BLDG-Building Deficiency 12/18/19, completion of,floor sleepers & Yes conduit/floor boxes at-sales floor BLDG-Building Deficiency Sales floor sleepers & EMT conduit! floor Yes boxes, Line E.5-G.2 & 11.5-13 only 12123/2019 1212312019 BLDG-14 114719-2019 Passed Michael Collins Complete FramelSteellBoltin glWelding (Decks) March 02, 2020 - . Page 2 of 3 Permit Type: BLDG-Commercial Application Date: 06/25/2019 Owner: BROOKFlELD PROPERTIES Work Class: Tenant Improvement Issue Date: 09/23/2019 Subdivision: CARLSBAD TCT#76-18 Status: Closed - Finaled Expiration Date: 06/22/2020 Address: 2525 El Camino Real , 214 Carlsbad, CA 92008-1208 IVR Number: 19997 Scheduled Actual Inspection Type Inspection No. Inspection Status Primary Inspector ReinsPection Complete Date Start Date 1111412019 1111412019 BLDG-84 Rough 110763-2019 Failed Michael Collins Reinspection Complete Combo(14,24,34,44) - Checklist Item COMMENTS Passed BLDG-Building Deficiency Not ready No BLDG-14 No Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout No BLDG-34 Rough Electrical No 1111512019 11115/2019 BLDG-14 110986-2019 Partial Pass Paul Burnette Reinspection Incomplete FramelSteollBoltin glWelding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency No 1112012019 11/20/2019 BLDG-17 Interior 111510-2019 Partial Pass Michael Collins Reinspection Incomplete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Walls/vertical soffit areas except plumbing Yes wails at back of house & sales floor. BLDG-34 Rough 111511-2019 Failed Michael Collins Reinspection Complete Electrical Checklist Item COMMENTS Passed BLDG-Building Deficiency Not ready No 11/25/2019 1112512019 BLDG-84 Rough 111911-2019 Partial Pass Paul Burnette Reinspection Incomplete Cornbo(14,24,34,44) • Checklist item COMMENTS Passed BLDG-Building Deficiency Not ready Yes BLDG-14 Yes • Frame-Steel-Bolting-Welding . • (Decks) • BLDG-24 Rough-Topout . Yes BLDG-34 Rough Electrical . Yes 12/03/2019 1210312019 BLDG-14 11250$-2019 Partial Pass • Michael Collins Reinspection Incomplete Frame/Steel/Boltin • g!Welding (Decks) • Checklist Item COMMENTS Passed BLDG-Building Deficiency RTU 2 & 3 underside of roof, framing Yes 12/09/2019 12/09/2019 BLDG-17 Interior 113047-2019 Passed Michael Collins Complete Lath/Drywall • • March 02, 2020 • . • • Page 1 of .3 /417Acdon INSPECTIONS 11111 Buena Vista Way Lancaster, CA 93336 (661) 400-1051 INSPECTION REPORT DEPARTMENT OF BUILDING AND SAFETY CITY OF_CARLSBAD COUNTY OF SAN DIEGO BUILDING PERMIT NO. JOB NO. I DATE: CBC2019-0318 11/13/2019 JOB NAME/ADDRESS SEPHORA : THE SHOPPES AT CARLSBAD 2525 EL CAMINO REAL #214 GENERAL CONTRACTOR/ADDRESS BOGART ARCHITECT/ENGINEER ADDRESS SARGENTI I J.F.SIERRA SUBCONTRACTOR/ADDRESS A&R WELDING WELDING REINFORCED CONCRETE P.T. CONCRETE DRILLED-IN ANCHORS H.S.0 BOLT ASSEMBLY FIREPROOFING STRUCTURAL MASONRY EPDXY INJECTION OTHER_______________________________ DESCRIPTION OF WORK ON SITE FOR WELDING INSPECTION Welding of 8 Plates 6"x1/4"x 0,-loll with 1/4" fillet welds to existing beams. Welding/ Erection performed on gridlines F & E @ 12.2 & 12.7. AT THIS TIME THESE PIECES ARE COMPLETED. SMAW 7018 W/ BIG BLUE 300 PRO Welding work performed by certified welder per Apprvd Plans and Specs CONCRETE GROUT I MORTAR BLOCK PRISMS DENSITY DAILY HOURS/TERMS: MONDAY EDNESDAY Th AY URSDRIDAY F SATURDAY SUNDAY I TUESDAY~ 41-111S All inspections based on a 4 hour minimum ror each trade Inspected, and over 4 hours Is an B hour minimum. Any inspections extending past noon will be an 8 hour minimum. Weekends, holidays, and hours between 6pm -6 am are paid at time and a half. There Is a 4-hour minimum charge if job is cancelled for any reason, including rain, and inspector Is not notified in advance. Testing fees vary and will be indicated on invoice. ATTORNEY FEES: If any action at law or inequity is brought to enforce or interpret the terms of this Contract, the prevailing party shall be entitled to reasonable attorney's fees, costs and necessary disbursements in addition to any other relief to which such party may be entitled. CERTIFICATE OF COMPLIANCE ' INSPECTOR'S NAME KEVIN GAY INSPECTOR'S SIGNATURE INSPECTOR'S ID/LIC. NO. ICC 5285418 has been (lied and it states that the above work to the best of his/her knowledge complies with the provisions of the Uniform Building Co eets approved plans and specifications APPROVED/AUTHORIZED BY: .Yt2J',L Project Superintendent White--Office Yellow=Jobslte Plnk=Inspector EsGil A SAFEbui1tCompany DATE: July 8, 2019 ',APPLICANT JURIS. JURISDICTION: Carlsbad PLAN CHECK #.:-CBC20I9O3 18? f-SET:T"7 PROJECT ADDRESS: 2525 El Camino Real, #214 PROJECT NAME: Sephora TI The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. The plans transmitted herewith will substantially comply with the jurisdictions building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. El The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. El 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: ; /Y. Telephone #: Date contacted: (Z./) Email: Mail Telephone Fax In Person REMARKS: JOnsheetA:101théiéire 2T iónWh-lopeof-1 :-12.(by the - rétöoms and in the stockroom): Those2 ramps must be ave a slope of 1:20 (per sheetA-401). By: Kurt Culver Enclosures: EsGil 6/27/19 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad CBC20 19-0318 July 8, 2019 (DO NOT PAY— THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK #.: CBC2019-0318 PREPARED BY: Kurt Culver DATE: July 8, 2019 BUILDING ADDRESS: 2525 El Camino Real, #214 BUILDING OCCUPANCY: M BUILDING AREA Valuation PORTION (Sq. Ft.) Multiplier TI 6053 46.51 Reg. Mod. VALUE ($) 281,525 Air Conditioning Fire Sprinklers TOTAL VALUE 281,525 Jurisdiction Code cb By Ordinance ......... - L_J 1997 UBC Plan Check Fee Type of Review: LI Complete Review LI Structural Only LI Repetitive Fee Repeats LI Other LI Hourly EsGil Fee ___Hr. @ * I $826.90 I Comments: Sheet 1 of 1 A 39812 MISSION BLVD., SUITE #100 FREMONT, CALIFORNIA 94539 PH: 510.445.0550 It FAx: 510.445.0440 A June 21, 201 A ENGINEERING GROUP 2019 STRUCTURAL CALCULATIONS 10N for 1 Sep hora at The Shoppes at Carlsbad 2525 El Camino Real Space #214 Carlsbad, CA BY FF DATE 6-21-19 SUBJECT Sephora - Carlsbad SHEET NO ii OF Ii CHCKBY DATE_____ - JOB NO 19035.0 TABLE OF CONTENTS DESCRIPTION PAGE Introduction H Roof Top Unit Support and Anchorage Soffit Framing SIERRA ENGINEERING GROUP sci I BY__ DATE 'l1. SUBJECT SHEET NO. OF_____ CHKD. BY DATE JOB. NO. ___________ - .L.LJ..! +t:i:LWi:::i:i:U.I++iJt L......I....L.LJJ.J .LLL. 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I r - SIERRA ENGINEERING GROUP /\ * 2525 El Camino Real, Carlsbad, CA 92008, USA Latitude, Longitude: 33.1781898, -117.3324447 9 Marshalls The Shoppes at Ca If SC2 OSH PD rn 24 Hour Fitness 9 Regal Cinemas • 'V Carlsbad 12 Olive Garden £ogle Date Design Code Reference Document Risk Category Site Class Type Value Description Ss 1.113 MC ER ground motion. (for 0.2 second period) S1 0.428 MCER ground motion. (for 1.0s period) 5MS 1.174 Site-modified spectral acceleration value SM1 0.673 Site-modified spectral acceleration value SDS 0.783 Numeric seismic design value at 0.2 second SA SDI 0.449 Numeric seismic design value at 1.0 second SA Type Value Description SOC D Seismic design category F2 1.055 Site amplification factor at 0.2 second Fv 1.572 Site amplification factor at 1.0 second PGA 0.433 MCEG peak ground acceleration FPGA 1.067 Site amplification factor at PGA PGAM 0.462 Site modified peak ground acceleration Marron Rd Map data 02019 Google 6119/2019, 5:33:39 PM ASCE7-10 11 D -Stiff Soil TL 8 Long-period transition period in seconds SsRT 1.113 Probabilistic risk-targeted ground motion. (0.2 second) SsUH 1.156 Factored uniform-hazard (2% probability of exceedance in I SsD 1.5 Factored deterministic acceleration value. (0.2. second) SI RT 0.428 Probabilistic risk-targeted ground motion. (1.0 second) SI UH 0.423 Factored uniform-hazard (2% probability of exceedance in SI D 0.6 Factored deterministic acceleration value. (1 .O second) PGAd 0.531 Factored deterministic acceleration value. (Peak Ground Ac CRS 0.963 Mapped value of the risk coefficient at short periods CR1 1.013 Mapped value of the risk coefficient at a period of 1 s 50 years) spectral acceleration 50 years) spectral acceleration. :celeratlon) SC3 Design Response Spectrum 0.8 2.5 5.0 Period, T(sec) - Sa(g) 7.5 MCER Response Spectrum 1.5 2.5 5.0 Period, T(sec) - Sa(g) 7.5 DISCLAIMER - While the Information presented on this website is believed to be correct, SEAdC /OS .IiE and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in this web application should not be used or relied upon for any specific application without competent examination and verification of Its accuracy, suitability and applicability by engineers or other licensed professionals. SEAOC / OSHPD do not intend that the use of this information replace the sound Judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the seismic data provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the search results of this webstie. SIERRA ENGINEERING GROUP BY FF DATE 6-21-19 SUBJECT Sephora - Carlsbad SHEET NO CHCK OF BYFF DATE 6-21-19 SUBJECT Sephora - Carlsbad SHEET NO OF CHCK BYDATE JOB NO 19035.0 Lateral Wind Analysis for RTU Per ASCE 7-10 29.5 F=qzxGCrxAf qz= 0.00256x KzxKztxKdxV2 xl Kz = V = Islam V2 12100 Kd = ME Or I = qz= 23.70 PSF GCr(Hor.) = GCr(Vert.)= Af=bxh andwxh b = ft (b is the larger of b and w) w = mj~fl 3j ft h =jft Including Roof curb height AM = 58.00 ft' Af2 = 32.00 ft2 Fl = 2611.46 lbs F2= 1440.67 lbs Fv = 1832.49 lbs ASD Fh = 1566.9 lbs Fv= 1099.5 lbs ASD SC5 SIERRA ENGINEERING GROUP SC6 BYFF DATE 6-21-19SUBJECT Sephora - Carlsbad SHEET NO OF_____ CHCKBY DATE_____ JOB N019035.0 Lateral Seismic Analysis for Components - RTU = 0.4aPSdSWP 1+2 PerASCE7-10 13.3.1 Fp R/I (. h) ap =I Rp = z =IM SdsP2 I 1pf h Wp = Fp = 0.392 Wp Fpmax= 1.6 x Sds x 1p x Wp 1.253 Wp Fpmin = 0.3 x Sds x 1p x Wp 0.235 Wp Fp = 0.392 Wp controls Seismic load 709.40 lbs Controlina Load Case - W vs E Wind Fp = 1567 lbs (ASD) Wind Controls Seismic Fp (e)= 497 lbs (ASD) Mechanical Unit information Width = 5.33 ft Length 9.7 ft Height = 6.00 ft Wp= 1812 lbs Fp (e)= 497 lbs Fp (w) = 1567 lbs Fpv= 1099 lbs Combination (ASO) 0.60+0.7E 0.60+0.6W VIP Fp X L w UPLIFT (LBS) = SHEAR (LBS) = Seismic Wind 164.9 NO UPLIFT -887.5694 UPLIFT 496.581 1566.88 SIERRA ENGINEERING GROUP BY FF DATE 6-2149 SUBJECT Sephora - Carlsbad SHEET NO OF_____ CHKD.BY DATE JOB. NO. 19035.0 tTI:1±W I......I•I._i_I _I_.I._.IL.j_.I_ WEL i_LI. _._L Dip P I: :ftLI.J I_ I•.........1._LI_I_I I.j__L__LI__.jj_J_i MJ ftb H-' I H U 1 1LL1 L .LL.1i.l h1 FJ4..ftLL.J......fL I ...........I.I.LL.I..!Itl..IH... WLII, 1111 F .1. L1 Li: +Lfl. ..LJ...Lj I--! iIHIFL+f 1 II)..............L.1... LH H ,•I_•J••I._T.I..i.l.I._i_.__L!.. 1{4t!HTrTIFF1flI I____L.I..........I__'.......... [M'f H '1rTET!r .._.L..F_.L_...LJ _. ...L.1. I....I i .. J.ii. ,...1± 050 rt-T LL4J all 41 1 MI I M H 4,J4.I1(I I I. ....I_I.., ------------------------------ ------------ J.1..LL.l.LLL 1IPfj 1I'1 F !II -HI' H HH HH4 IIiIHIJH +I-H+f-H-'I4 ----------------- LH II 1 H'H Fl WH'Wl HHW ii LHLWHLH'-H :1 :iHII.i1TIH. J.L:[ HUt F'. IL tIN LLF.:It:I. IHHHi :IH irFI..HfHJHJH.LELL --------------------- -------------------------------- I HFH I H H tf H1 IN IjiIiiF -I' 11i I HI IJILiJI 1HITIkH II III :Hi•.i Hi. ILIIIL!I11L II Llf,II IlL IFI H :1 H F 1UHH Ji ------------. --------------------------------------- ----------- : ...]..ILkLH:LL..LLLi:.L.L ------------------------------------------- EEH-F L-HrUULLH SIERRA ENGINEERING GROUP Project Title: S08 Engineer: Project ID: Project Descr: Description: BM1 - Existing BM CODE REFERENCES Calculations perAlSC 360-10, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy Steel Yield: 50.0 ksi Beam Bracing: Beam bracing is defined Beam..by-Beam E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Unbraced Lengths Span # 1, Braced @ Mid Span Span = 27.0 ft Applied Loads ••.. Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load: D = 0.020, Lr = 0.020 ksf, Tributary Width = 1.0 ft Uniform Load: D = 0.020, Lr = 0.020 ksl, Tributary Width = 9.250 It, (Trib btwn gridl3/14) Point Load: D 0.9060, W = 0.8810 k @ 13.50 ft, (RTU2) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.488:1 Maximum Shear Stress Ratio = 0.068: 1 Section used for this span WI 6x31 Section used for this span WI 6x3I Me: Applied 43.477 k-ft Va : Applied 5.988 k Mn! Omega: Allowable 89.134k-ft Vn!Omega : Allowable 87.450 k Load Combination 4D+Lr Load Combination +D+Lr Location of maximum on span 13.500 ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # I Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.226 in Ratio = 1,430 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.512 in Ratio = 633 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <jQ 0vera11 Maximm u Déflections : Load Combination Span Max. U Dell Location In Span Load Combination Max. '+' Defi Location in Span 404.r 1 0.5122 13.577 0.0000 0.000 Vertical Reactions Support notation Far left Is #1 Values In KIPS Load Combination Support I Support 2 Overall MAXimum 5.988 5.988 Overall MiNimum 0.441 0.441 O Only 3.221 3.221 +0+Lr 5.988 5.988 '0'0.750Lr 5.296 5.296 4040.60W 3.485 3.485 4040.750Lr40.450W 5.494 5.494 4040.450W 3.419 3.419 40.600+0.60W 2.197 2.197 +0.60D 1.932 1.932 Lr Only 2.768 2.768 W Only 0.441 0.441 = 0.9091 5.0 X 13.250 818.21 psi = 900.00 psi 0 Only = 13.500ft = Span #1 Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs = 0.148:1 5.0 X 13.250 = 33.41 psi = 225.00 psi +D+Lr = 0.000 ft = Span #1 0.381 in Ratio = 850 >=360 0.000 in Ratio = 0<360 1.091 in Ratio= 296>=180 0.000 in Ratio= 0<180 Project Title: SC9 Engineer: Project ID: Project Descr: Description: BM2 - Retrofit to existing Joist to support RTU2 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb + 1,000.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb - 1,000.0 psi Ebend- xx I ,700.0ksi Fc - PrIl 1,500.0 psi Eminbend - xx 620.0 ksi Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi Wood Grade : No.1 Fv 180.0 psi Ft 675.0 psi Density 31.210pc1 Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 0(0.906) - 5.0 X 13.250 Span = 27.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D =0.0140, Lr = 0.020 ksf, Tributary Width = 2.0 ft Point Load: D=0.9060, W = 0.8810k @ 13.50 ft Maximum Bending Stress Ratio Section used for this span fb : Actual F13: 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 Overall Maximum Deflections .-• Load Combination Span Max. ' Defi Location in Span Load Combination Max. '-9 Defl Location in Span 4040.750Lr+0.450W 1 1.0913 13.599 0.0000 0.000 Vertical Reactions Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.628 1.628 Overall MiNimum 0.441 0.441 D Only 1.025 1.025 404r 1.565 1.565 +O+0.750Lr 1.430 1.430 +0+0.60W 1.289 1.289 +0-+0.750Lr40.450W 1.628 1.628 Project Title: SC1 0 Engineer: Project ID: Project Descr: Printed: 21 JUN 2019, 6:23PM Description : BM2 - Retrofit to existing Joist to support RTU2 Vertical Reactions Support notation : Far left is #1 Values !nKIPS Load Combination Support 1 Support 2 4040.450W 1.223 1.223 40.60040.60W 0.879 0.879 +0.600 0.615 0.615 Lr Only 0.540 0.540 W Only 0.441 0.441 Project Title: SC1 1 Engineer: Project ID: Project Descr: Description: BM2 - Retrofit to existing joist to support RTU2 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb + 2,900.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb - 2,900.0 psi Ebend- xx 2,000.0 ksi Fc - Pill 2,900.0 psi Eminbend - xx 1,016.54 ksi Wood Species : Trus Joist Fc - Perp 625.0 psi Wood Grade : Parallam PSL 2.OE Fv 290.0 psi Fl 2,025.0 psi Density 45.070pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Lr(O.04) Lr(0.04) D(O.906) W(O.881) 3.5xl 1.875 2 Span = 27.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D = 0.0140 ksf, Tributary Width = 2.0 ft Point Load: D = 0.9060, W = 0.8810k @ 13.50 ft Uniform Load: Lr = 0.020 ksf, Extent = 0.0 ->> 9.0 ft, Tributary Width = 2.0 ft Uniform Load: Lr = 0.020 ksf, Extent = 18.0 ->> 27.0 ft, Tributary Width = 2.0 It Maximum 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 0.551:1 Maximum Shear Stress Ratio 3.5x11.875 Section used for this span 1,437.27 psi N : Actual 2,610.00psi Fv : Allowable D Only Load Combination 13.500f1 Location of maximum on span Span # 1 Span # where maximum occurs 0.643 In Ratio = 504 >=360 0.000 in Ratio= 0<360 1.637 in Ratio= 197>=180 0.000 in Ratio = 0<180 = 0.134:1 3.5x11.875 = 34.87 psi = 261.00 psi 0 Only = 0.000 ft = Span #1 Overall Maximum Deflections Load Combination -- - Span Max. Deft Location In Span Load Combination Max. "-i-' Deft Location in Span 4040.750Lr40.450W 1 1.6373 13.599 0.0000 0.000 .:Ve.flcaI Reactions ........:. :: Support notation : Far left is #1 Values in KIPS Load Cambinaion Support I Support 2 Overall MAXImum 1.475 1.475 Overall MINimum 0.441 0.441 D Only 1.007 1.007 4O4Lr 1.367 1.367 -,040.750Lr 1.277 1.277 Project Title: SC12 Engineer: Project ID: Project Descr: Description : BM2 - Reimfit to existing Joist to support RTU2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 4040.60W 1.271 1.271 +0+0.750Lr40.450W 1.475 1.475 +040.450W 1.205 1.205 40.60D40.60W 0.868 0.868 +0.60D 0.604 0.604 LrOnly 0.360 0.360 W Only 0.441 0.441 im bnear stress Katio = Section used for this span Va : Applied VnlOmega : Allowable Load Combination Location of maximum on span Span # where maximum occurs 526 >=240 332 >=240 288 >=180 183 >=180 0.191 : 1 W1 6x26 10.780 k 56.520 k +D+Lr+H, LL Comb Run (LL*) 4.000 ft Span # 1 Project Title: SC13 Engineer: Project ID: Project Descr: Printed: 21 JUN 2019, 6:27PM Description: BM6 CODE REFERENCES Calculations per AISC 360-10, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy: Steel Yield: 36.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E: Modulus: 29,000.0 ksl Bending Axis: Major Axis Bending D(2.079 Lr2.268l D(O.453)W(0.441) D(o.I91) W(0.44U3.267) Lr3.564) D .297 Lf(O.324) I D(O.297) Lr(O.324) I D.297) Lr(O.324) WI 6x26 WI 6x26 1 WI 6x26 Span = 4.0 ft Span = 30.0 ft Span = 4.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load: D =0.0110, Lr = 0.0120 ksf, Tributary Width = 27.0 ft Point Load: D = 2.079, Lr = 2.268 k @0.0 ft Load for Span Number 2 Uniform Load: D =0.0110, Lr = 0.0120 ksf, Tributary Width = 27.0 ft Point Load: D =0.19`10, W = 0.4410k @25.0 ft Point Load: D =0.4530, W = 0.4410k @5.0 ft Load for Span Number 3 Uniform Load: 0 = 0.0110, Lr = 0.0120 ksf, Tributary Width = 27.0 ft Point Load: 0 = 3.267, Lr = 3.564k @0.0 ft DESIGN SUMMARY Maximum Bending Stress R = 0.853:1 Section used for this span W1 6x26 Ma: Applied 67.697 k-ft Mn I Omega: Allowable 79.401 k-ft Load Combination 4O4tr4H, LL Comb Run (*L*) Location of maximum on span 15.400 ft Span # where maximum occurs Span #2 Maximum Deflection Max Downward Transient Deflection 0.683 in Ratio Max Upward Transient Deflection -0.289 in Ratio = Max Downward Total Deflection 1.248 in Ratio = Max Upward Total Deflection -0.525 in Ratio = :overall Maximum Deflections Load Combination Span Max. Defi Location in Span Load Combination Max. Deli Location In Span 1 0.0000 0.000 *0tr+H -0.4863 0.000 404.r4H 2 1.2478 15.200 0.0000 0.000 3 0.0000 15.200 40+Lr-'+I -0.5252 4.000 Project Title: SC14 Engineer: Project ID: Project Descr: Printed: 21 JUN 2019, 6:27PM Description: BM6 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Overall MAXimum 17.715 19:168 Overall MINimum -0.086 -0.389 404H 8.903 9.361 +O*L'i+I, LL Comb Run (AlL) 8.903 9.361 404.41, LL Comb Run (*L*) 8.903 9.361 4041+1-I, LL Comb Run (ALL) 8.903 9.361 .4D+141, LL Comb Run (L") 8.903 9.361 404141, LL Comb Run (L4L) 8.903 9361 40414H, LL Comb Run (LL*) 8.903 9.361 40+14H, LL Comb Run (LLL) 8.903 9.361 '0tr4H, LL Comb Run (DL) 8.816 14:308 40+Ir+H, LL Comb Run (ALA) 13.763 14:221 4041r-'H, LL Comb Run (ALL) 13.676 19:168 4041r+H, LL Comb Run (Lu) 12.855 8.973 +0*tr+H, IL Comb Run (L1L) 12.769 13:919 4041r4H, IL Comb Run (ILk) 17.715 13.833 401&r+H, LL Comb Run (ILL) 17.629 18.779 40+S4H 8.903 9.361 4040.750Lr40.750L#I, IL Comb Run (A 8,838 13:071 4040.750Lr40.750L#I, IL Comb Run (A 12.548 13006 4040.750Ir40.750L41, LL Comb Run (A 12.483 16116 -f040.750Lr40.750L4H, LL Comb-Run (L 11.867 9.070 4040.750Lrs0.750L4H, LL Comb Run (L 11.802 12:780 4040,750Lr-f0.750L.*l, LL Comb Run (L 15.512 12:715 10,0.750Ir40.750L.*l, LL Comb Run (1 15.447 16:425 4040.750L40.750S4H, LL Comb Run (" 8.903 9.361 '040.750L40.750S+H, LL Comb Run (*1 8.903 9.361 #040.750L40.75054H, LL Comb Run (AL 8.903 9.361 4040.750L40.750S+H, IL Comb Run (I 8.903 9.361 '090.750L40.750S-*I, LL Comb Run (I 8.903 9.361 4040.750L40.750S#1, LL Comb Run (II 8.903 9.361 +0'0.750L*0.7505+H, LL Comb Run (LI 8.903 9.361 1D+0,60W4H 9.167 9.626 *0*0,70E41 8.903 9.361 '040.750Lr40.750L40.450W41-I, IL Corr 9.036 13,270 4040.750Lr40.750L40.450W4H, LL COlT 12.746 13.205 4040.750Lr40.750140.450W4H, LL Corr 12.681 16.915 4040.7501-r+0.7501-40.450W#l, LL Corr 12.066 9.268 4040.750Lr40.750L40.450W+H, LL Corr 12.001 12.978 l090.750Lr40.750L*0.450W'fH, IL Corr 15.711 12.913 4040.750Lr40.750L40.450W+H LL Corr 15.646 16.623 4040.750L40.750540.450W#I, LL Corn 9.101 9:560 4O40.750L40.750S40.450W+H LL Corn 9.101 9:560 1040.750L40.750S+0.450W+H, LL Corn 9.101 9:560 4040.750L40.750540.450W+H LL Corn 9.101 9560 4040.750140.750S40.450W4H, LL Corn 9.101 9.560 .'0"0750L40750S40450W+H LL Corn 9.101 9:560 4040.750L40.7508'+0.450W41, LL Corn 9.101 9:560 4040.750L40.750S90.5250E'fH, LL Con 8.903 9:361 +D+0.750L40.750S40.5250EH, LL Con 8.903 9:361 4040.750L40.750840.5250E+H, LL Con 8.903 9361 -'D40,750L40,750S40.5250E4l LL Con 8.903 9:361 4040.750L-f0.750840.5250E#l, IL Con 8.903 9:361 40+0.750L40.750540.5250E4H, LL Con 8.903 9:361 #0+0.750L40.750S40.5250E'H, LL Con 8.903 9:361 ,0.60D40.60W40.60H 5.606 5.881 460D40.70E40.60H 5.342 5.617 D Only 8.903 9,361 Lr Only, LL Comb Run (AAL) -0.086 4.946 Lr Only, LL Comb Run (AL*) 4.860 4.860 Lr Only, LL Comb Run ('LL) 4.774 9.806 Lr Only, LL Comb Run (LA*) 3,953 0389 Lr Only, LL Comb Run (LL) 3.866 4.558 Lr Only, LL Comb Run (LL1) 8.813 4A71 Project Title: SC1 5 Engineer: Project ID: Project Descr: Description: 8M6 Vertical Reactions Support notation : Far left Is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Lr Only, LL Comb Run (LLL) 8.726 9.4f 8- L Only, LL Comb Run (**L) I Only LL Comb Run (*L*) L Only, LL Comb Run (*LL) L Only, LL Comb Run (L**) L Only, IL Comb Run (LL) L Only, IL Comb Run (11*) L Only, IL Comb Run (LII) S Only W Only 0.441 0.441 E Only H Only Project Title: SC1 6 Engineer: Project ID: Project Descr: Printed: 21 JUN 2019, 6:28PM Description: BM7 CODE REFERENCES Calculations perAlSC 360-10, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Span = 30.0 ft Applied Loads .........•. . •:• Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: 0 = 0.0160, Lr = 0.020 ksf, Tributary Width = 7.0 ft Point Load: D=0.9060, W = 0.8810 k @5.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.400: 1 Maximum Shear Stress Ratio = 0.077 :1 Section used for this span WI 4x22 Section used for this span WI 4x22 Me: Applied 33.131 k-ft Va : Applied 4.865 k Mn / Omega: Allowable 82.834 k-ft Vn/Omega : Allowable 63.020 k Load Combination +O.'Is Load Combination +0411 Location of maximum on span 14.486ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span #1 Maximum Deflection Max Downward Transient Deflection 0.444 in Ratio = 810 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.943 iin Ratio = 382 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Overall Maximum Deflections Load Combination Span Max. Dell Locaon In Span Load Combination Max. Ofl Dell Locallon In Span 4D4t.r 1 0.9433 14.914 0.0000 0.000 ;:Ve.rticàl Reactions . . .. . ... Support notation: Far left is #1 Values In KIPS Load Combination Support 1 Support 2 Overall MAXimum 4.865 4.261 Overall MINimum 0.734 0.147 D Only 2.765 2.161 4.865 4.261 4040.750Lr 4.340 3.736 4040.60W 3.206 2.249 4Df0.750Lr40.450W 4.670 3.802 4040.450W 3.095 2.227 40.60D+0.60W 2.100 1.385 40.601) 1.659 1.297 LrOnly 2.100 2.100 W Only 0.734 0.147 Project Title: SC1 7 Engineer: Project ID: Project Descr: Description: BM8 CODE REFERENCES Calculations perAlSC 360-10, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties .::.. Analysis Method: Allowable Strength Design Fy: Steel Yield: 50.0 ksl Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Span = 30.0 ft Applied Loads . . .. Service loads entered. Load Factors will be applied for calculations. Beam sell weight calculated and added to loading Uniform Load: D=0.0160, Li = 0.020 ksf, Tributary Width= 3.50 It Point Load: D = 0.9060, W = 0.8810 k @5.0 it Uniform Load: 0 0.0160, Lr = 0.020 ksl, Tributary Width = 13.50 ft DESIGN SUMMARY :. Section used for this span Ma: Applied Mn I Omega: 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 W14x30 Section used for this span W14x30 74.508 k-ft Va : Applied 10.385 k 118.014k-ft VnlOmega : Allowable 74.520 k -*0-*tr Load Combination 40+Lr 14.743ft Location of maximum on span 0.000 ft Span #1 Span # where maximum occurs Span # 1 0.736 in Ratio = 488 >=360 0.000 in Ratio = 0 <360 1.443 in Ratio = 249 >=180 0.000 in Ratio = 0 <180 Overall Maximum Deflections ' Load Combination Span Max. - Dell Location in Span Load Combination Max. Dell Location in Span '04Lr 1 1.4434 15.000 0.0000 0.000 Vertical Reactions ........ : ......Support notation : Far left is #1 Values In KIPS Load Combination Support 1 Support 2 Overall MAXimum 10.385 9.781 Overall MiNimum 0.734 0.147 O Only 5.285 4.681 40+1r 10.385 9.781 4040.750Lr 9.110 8.506 40*0.60W 5.726 4.769 +040.750Lr+0.450W 9.440 8.572 4040.450W 5.615 4.747 .,060D4060W 3.612 2.897 *0.601) 3.171 2.809 Lr0nly 5.100 5.100 Wanly 0.734 0.147 Project Title: SC18 Engineer: Project ID: Project Descr: Printed: 21 JUN 2019, 6:29PM LIc. #: KW-0600315 CODE REFERENCES Calculations per AISC 360-10, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E: Modulus: 29,000.0 ksi Bending Aids: Major Axis Bending Span = 27.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: D =0.0160, Lr = 0.0140 ksf, Tributary Width = 24.250 It, (Roof DL and Reduced Roof LL) Point Load: D = 0.9060, W = 0.8810k @ 5.0 ft. (RTUI) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.530:1 Maximum Shear Stress Ratio = 0.126 : I Section used for this span W16x31 Section used for this span W16x31 Ma: Applied 71.402k-ft Va : Applied 10.978 k Mn! Omega : Allowable 134.731 k-ft Vn/Omega : Allowable 87.450 k Load Combination 404tr Load Combination +Dr Location of maximum on span 13.26911 Location of maximum on span 0.000 ft Span # where maximum occurs Span # I Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.375 in Ratio = 864 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.869 in Ratio = 373 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Overall Maximum Deflections . . ... Load Combination Span Max."-' Dell Location In Span Load Combination Max. +" Defi Location in Span +D+Lr 1 0.8693 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 10.978 10.408 Overall MiNimum 0.718 0.163 D Only 6.395 5.824 4DfLr 10.978 10.408 +040.750Lr 9.832 9.262 4040.60W 6.825 5.922 *040.750Lr40.450W 10.155 9.335 4040.450W 6.718 5.898 40.60D40.60W 4.268 3.592 40.60D 3.837 3.495 LrOnly 4.583 4.583 W Only 0.718 0.163 Project Title: SC1 9 Engineer: Project ID: Project Descr: Printed: 21 JUN 2019, 6:32PM L e1 nnflwarpennvnnhIENFRCAIC INC 1583.2018 kulldlfll81213 Description: --None-- CODE REFERENCES Calculations per AISC 360-10, IBC 2012, CBC 2613, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield: 36.0 ksi Beam Bracing: Completely Unbraced E: Modulus: 29,000.0 ksi Bending Axis: Minor Axis Bending Span = 8.0 ft Applied Loads . Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load(s) for Span Number I Point Load: D = 0.9060, W = 0.8820k @4.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.614:1 Maximum Shear Stress Ratio = 0.042: 1 Section used for this span C12x20.7 Section used for this span C12x20.7 Ma: Applied 3.036k-fl Va : Applied 0.8004 k Mn I Omega: Allowable 4.944k-ft Vn/Omega : Allowable 19.051 k Load Combination 40+0.60W Load Combination +D-+0.60W Location of maximum on span 4.000ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # I Maximum Deflection Max Downward Transient Deflection 0.146 in Ratio 658 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.254 in Ratio = 377 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Overall Maximum Deflections Load Combination Span Max. V Dell Location in Span Load Combination Max. '-'-a Deft Location in Span +0+0.60W 1 0.2545 4.023 0.0000 0.000 Vertical Reactions .. . . . Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.800 0.800 Overall MiNimum 0.321 0.321 D Only 0.536 0.536 -'0+0.60W 0.800 0.800 +0*0.450W 0.734 0.734 -+0.600+0.60W 0.586 0.586 40.60D 0.321 0.321 W Only 0.441 0.441 SC2O BYFF DATE 6-21-19 SUBJECT• Sephora - Carlsbad SHEET NO. OF CHKD. BY DATE JOB. NO. 19035.0 1-4-141... ... 4LI1I.. :1::..'.::i.::L.:1:1: :L H4::ELL:. :I:i::L ::E: :'...Lt44:jt:f. JFI•I•f.•• :.L. .. ...... K- I 1.11 4J y I' 'I M. .:I..L.i:[..I...I.I4 J.FI.HJ..J..l.:.I ..I:J.fLI..... lii I I I' I LJj....IJ....HI HHHHIILHHWThiTiWTH1H I.I'T'FFM1..LII .W.LtjIW T1I1I H l 11rUT[HtftHI LW.{L.j i WJ1TTh 1JflTL111 LL -J-1A r k F L 1.11 N L H *11 it :I:It:c 1111 ..WLHLI I11Lij1LJL I I H ! CPO TH f'4ft*[ 1J_F+'_Luft± It tt Lj: H L LW_ftftJF4j - %L1[I Ltd SIERRA ENGINEERING GROUP SC21 BYFF DATE 6-21-19 SUBJECT Sephora - Carlsbad SHEET NO. OF CHKD.BY DATE JOB. NO. 19035.0 C; RIP Ell gh- L J-1 q ---------- j:.N:!.::::.::::.: :1 :I::".:: I. ........ I - L.LLH!I1J.JJ.I.....i...JLL.LJ...J_....11.LI..ii L'Hu'IHHi I III ...L.L.LLL.I......LI.... Ii LLL......... IL !IL i4 1i' kMHH U r H H L L U HJj1k1H1L:iiiiHHHH H H$4tLLL HI I F'U H LL I Li ---------------------------- HHI U : ..LL.Ii.LL LI._LL.L.L.i.LL.F.....Jll.Ji..I. LI1I..1WJ . - I.........I.L.L.LJ.i.,'......L J I ..LL I .:......I.I..L T-IMM LI H .. ........ ......L.'4'JL.L. ILIL.LL JJ..IJ .i_i........I.1................_II_!....._.....I.I flI uIJ.LL..I. I LI .Li.'.I IL.L!jjj. ul.l 1.1 '.LLLI .1JJ i ...LI. I_I_I:.. 1.11.1:1.1. ......... +i:LL .1. LI: .......Li il!liIIJ-IIIIIHIHIf'HIIIIJJIIJI :H H::LL.I.:I....!IfI: EL:U:ffIJ:.Li::k:.ii.f.H.:.it. Li fH.' PIELLHI1:IHL I......LLI+I....i f I. .H.iII J.I. :I.I.. :LI.'.HI. L.h11 I I:III.I.[ k'IfF:HI.l i.I1I.IJii.1 1.I.IiIiIi: 1. I ii....I.I....[ .J......:Hi:1--------------- I.ulillI.I:II[I:I:1 .1: .... Iii:I:1i.I:' I :LIi.iiFPIf ILk.. LH:1H:L :ttL:I. HHH:IHH. JI..I.:..i:... .I. :IiFILLI. L:LI.4 :1.. [w.tFL +:+cLL:::HH.fF: .Ii.i .i.:i:::E III: .J :. ['I II• ':::.::: :1 .ri :I:ftkkkk::I+': ..i.I:I1 :H::: :.+idl....++1±EH L1 HJLHHII1:IHLILf:Ifl1:H:LIH.IflHIH: JI ' ------------------------------ ----------------------:I:IHf .........4•I...:4.FI......L iIH [[ I.Hi.IIIIILI:I------------ .I.iII+t...I:.... hL i1rLHri lI: I II: --------------------------------------------- :1 i I L F ------ ±::I:LL:fti:::.: :I.:I:I:4:I44::4I4.I4::L:[4.I:i..t:t4l.:I:I :I:LLF4:LL:L±:IH..E:i:1:LH:I:Eb::I:L :. ::: : :1+H: :LL: :1:1 :1: :1 ..II:I4::I.:I.:: SIERRA ENGINEERING GROUP = 0.5591 3x14 = 629.41 psi = 1,125.00psi = 9.927f1 = Span #1 Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs = 0.149:1 3x14 = 33.47 psi = 225.00 psi +IJ+Lr = 0.00011 = Span #1 0.176 In Ratio = 1365>=360 0.000 in Ratio = 0<360 0.339 in Ratio= 708>=180 0.000 in Ratio= 0<180 Project Title: SC22 Engineer: Project ID: Project Descr: Description : Existing Typ Wood Joist - 3x14 @24' oc @ Interior soffit entry CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb + 1,000.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb - 1,000.0 psi Ebend- xx I ,700.0ks1 Fc - Pill 1,500.0 psi Eminbend - xx 620.0ks1 Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi Wood Grade : No-1 Fv 180.0 psi Ft 675.0 psi Density 31.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D = 0.0140, Lr = 0.020 ksf, Tributary Width = 2.0 ft Point Load: D = 0.07750 k @2.0(1, (soffit weight) Maximum Bending Stress Ratio Section used for this span fb : Actual F`13: 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 Overall Máximum.Deflectioñs. f.. Load Combination Span Max. °-' Defi Location In Span Load Combination Max. Y Dell Location in Span 4D+Lr 1 0.3385 10.000 0.0000 0.000 Vertical Reactions . Support notation : Far left is #1 Values in KIPS Load Combination Support I Support 2 Overall MAXimum 0.822 0.760 Overall MiNimum 0.400 0.400 D Only 0.422 0.360 40tr 0.822 0.760 #0'0.750Lr 0.722 0.660 40.60D 0.253 0.216 LrOnly 0.400 0.400 SC23 BY FF DATE 6-21-19 SUBJECT CHKD. BY DATE - Sephora - Carlsbad SHEET NO. OF JOB. NO. 19035.0 .1:i 1 ' ..._ .. 1.... :_1:. ,:TLLflTflifl1f 1 LriI1 ...J .I.HL...LLJ..L.LI.H4.LJJfi.jd.J4...L.LH...IJ..Li Tr1:............EEt:1 ......W.U..i...... .! -41 ... . . U. .J 1. I. - VI_P'jIiHI'HI'IhIH[:iL :Fj I T H. I I I I H.J i 1.1: ii H I I I I J F I 1tI• I HI H ' t H WI H I 1 I :1.1 •II•' I I I t I III I [Ii H I I I- J Li •I. I H 11:111 I I I I I(ii4i1 r ri1 iH F -1[I H.... H I IJ.iJ 'fl t!i1t!111 ! 1 R LLLJ::frE 111k4.I fi•jJ•I.-1f---H 1L11.. Set SIERRA ENGINEERING GROUP SC24 CFS Version 10.0.1 Section: 362S162-43.cfss 362S162-43, 33 ksi Stud SSMA Library Rev. Date: 9/26/2016 12:00:00 PM By: RSG Software Printed: 6/21/2019 6:09:08 PM Francis Franco Sierra Engineering Group Page 1 Section Inputs Material: A1003 ST Grade 331-I Apply strength increase from cold work of forming. Modulus of Elasticity, E 29500 ksi Yield Strength, Fy 33 ksi Tensile Strength, Fu 45 ksi Warping Constant Override, Cw 0 in'6 Torsion Constant Override, J 0 in'4 Net Section Ratio (Lnet/L) 0.1875 Stud, Thickness 0.0451 in (18 Gage) Placement of Part from Origin: X to center of gravity Y to center of gravity Outside dimensions, Open Length Angle (in) (deg) 1 0.5000 270.000 2 1.6250 180.000 3 3.6250 90.000 4 1.6250 0.000 5 0.5000 -90.000 0 in 0 in shape Radius Web k Hole Size Distance (in) Coef. (in) (in) 0.071200 None 0.000 0.0000 0.2500 0.071200 Single 0.000 0.0000 0.8125 0.071200 Cee 0.000 1.5000 1.8125 0.071200 Single 0.000 0.0000 0.8125 0.071200 None 0.000 0.0000 0.2500 SC25 CFS Version 10.0.1 Analysis: Exterior Soffit - Cantilever bm.cfsa Rev. Date: 6/20/20198:09:56 PM By: Francis Franco Printed: 6/21/2019 6:09:09 PM Francis Franco Sierra Engineering Group Page 1 Analysis Inputs Members Section File Revision Date and Time 1 362S162-43.cfss 9/26/2016 12:00:00 PM Start Loc. End Loc. Braced R k4 Lm (ft) (ft) Flange (k) (ft) 1 0.0000 2.5800 None 0.0000 0.0000 20.0000 ex ey (in) (in) 1 0.000 0.000 Supports Type Location (ft) 1 XYT 0.0000 2 XYT 0.7500 Loading: Dead Load Bearing Fastened (in) 1.00 No 1.00 No K 1.0000 1.0000 Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Concentrated 90.000 2.5000 NA -0.050000 NA k Bearing Length 1.00 in Load Combination: D 2016 North American Specification - US (ASD) Specification: Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.000 2 Dead Load 1.000 Load Combination: D+L Specification: 2016 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.000 2 Dead Load 1.000 3 Live Load 1.000 4 Product Load 1.000 SC26 CFS Version 10.0.1 Analysis: Exterior Soffit - Cantilever bm.cfsa Rev. Date: 6/20/2019 8:09:56 PM By: Francis Franco Printed: 6/21/2019 6:09:09 PM Load Combination: D+Lr Francis Franco Sierra Engineering Group Page 2 Specification: 2016 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.000 2 Dead Load 1.000 3 Roof Live Load 1.000 Load Combination: D+S Specification: 2016 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.000 2 Dead Load 1.000 3 Snow Load 1.000 Load Combination: D+0.75(L+Lr) Specification: 2016 North American Specification Inflection Point Bracing: No Loading' Factor 1 Beam Self Weight 1.000 2 Dead Load 1.000 3 Live Load 0.750 4 Product Load 0.750 5 Roof Live Load 0.750 Load Combination: D+0.75(L+S) Specification: 2016 North American Specification Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.000 2 Dead Load 1.000 3 Live Load 0.750 4 Product Load 0.750 5 Snow Load 0.750 - US (ASD) - US (ASD) Load Combination: D+0.6W Specification: 2016 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.000 2 Dead Load 1.000 3 Wind Load 0.600 Load Combination: D+0.7E Specification: 2016 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.000 2 Dead Load 1.000 3 Earthquake Load 0.700 SG27 CFS Version 10.0.1 Analysis: Exterior Soffit - Cantilever bm.cfsa Rev. Date: 6/20/2019 8:09:56 PM By: Francis Franco Printed: 6/21/2019 6:09:09 PM Francis Franca Sierra Engineering Group Page 3 Load Combination,: D+0 .75(0. 6W+L+Lr) Specification: 2016 North American Specification Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.000 2 Dead Load 1.000 3 Live Load 0.750 4 Product Load 0.750 5 Roof Live Load 0.750 6 Wind Load 0.450 Load Combination: D+0.75(0.6W+L+S) Specification: 2016 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.000 2 Dead Load 1.000 3 Live Load 0.750 4 Product Load 0.750 5 Snow Load 0.750 6 Wind Load 0.450 - US (ASD) Load Combination: 0+0.75 (0. 7E+L+Lr) Specification: 2016 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.000 2 Dead Load 1.000 3 Earthquake Load 0.525 4 Live Load 0.750 5 Product Load 0.750 6 Roof Live Load 0.750 Load Combination: D+0.75(0.7E+L+S) Specification: 2016 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.000 2 Dead Load 1.000 3 Earthquake Load 0.525 4 Live Load 0.750 5 Product Load 0.750 6 Snow Load 0.750 Load Combination: 0.6D+0.6W Specification: 2016 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 0.600 2 Dead Load 0.600 3 Wind Load 0.600 Load Combination: 0.6D+0.7E Specification: 2016 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 0.600 2 Dead Load 0.600 3 Earthquake Load 0.700 SC28 US Version 10.0.1 Analysis: Exterior Soffit - Cantilever bm.cfsa Rev. Date: 6/20/2019 8:09:56 PM By: Francis Franco Printed: 6/21/2019 6:09:09 PM Francis Franco Sierra Engineering Group Page 4 Member Check - 2016 North American Specification - US (ASD) Load Combination: D Design Parameters at 0.75000 ft, Left side: Lx 0.75000 ft Ly 0.75000 ft Lt 0.75000 ft Kx 1.0000 Ky 1.0000 Kt 1.0000 Section: 362S162-43.cfss Material Type: A1003 ST Grade 33H, Fy=33 ksi Cbx 1.6684 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: None k4 0 k Red. Factor, R: 0 Lm 20.00000 ft Loads: P Mx Vy My Vx (k) (k-in) (k) (k-in) (k) Total 0.0000 -1.0732 -0.1197 0.0000 0.0000 Applied 0.0000 -1.0732 -0.1197 0.0000 0.0000 Strength 4.3309 7.4218 0.6759 2.4939 1.5542 Effective section properties at applied loads: Ae 0.33977 inA2 Ixe 0.70993 inA4 lye 0.12690 inA4 Sxe(t) 0.39169 inA3 Sye(l) 0.23621 inA3 Sxe(b) 0.39169 inA3 Sye(r) 0.11667 inA3 Interaction Equations -. NAS Eq. H1.2-1 (P, Mx, My) 0.000 + 0.145 + 0.000 = 0.145 <= 1.0 NAS Eq. H2-1 (Mx, Vy) Sqrt(0.020 + 0.031)= 0.228 <= 1.0 NAS Eq. H2-1 (My, Vx) Sqrt(0.000 + 0.000)= 0.000 <= 1.0 Web Crippling Check - 2016 North American Specification - US (ASD) Load Combination: D Parameters at 0.75000 ft: Total Load: 0.17179 k on bottom flange Total Moment: -1.0732 k-in Bearing: 1.0000 in Flange fastened to bearing surface: No Distance from edge of bearing to edge of opposite load: 0.66667 ft Section: 362S162-43.cfss Material Type: A1003 ST Grade 33H, Fy=33 ksi Applied Load: 0.17179 k on bottom flange Applied Moment: -1.0732 k-in Distance from edge of bearing to end of member: 0.70833 ft Part Elem Calculation Type Pa (k) Pay (k) Notes 1 3 Cee, US-IOF 0.50097 0.50097 N<3 Web Crippling Strength 0.50097 Web Crippling Check: 0.17179 k <= 0.50097 k Moment Check: 1.0732 k-in <= 7.5035 k-in Interaction Equations NAS Eq. 113-la (P, M) 0.189 + 0.086 = 0.275 <= 0.782 Maximum Shears, Moments, and Deflections SC29 CFS Version 10.0.1 Analysis: Exterior Soffit - Cantilever bm.cfsa Rev. Date: 6/20/2019 8:09:56 PM By: Francis Franco Printed: 6/21/2019 6:09:09 PM Francis Franco Sierra Engineering Group Page 5 Load Combination: D, Y Direction Location Shear(l) Shear'(r) Reaction (ft) (k) 1(k) (k) 0.0000 0.00000 -0.11881 -0.11881 0.7500 -0.11968 0.05211 0.17179 Location Moment Location Deflection Inflections (ft) (k-in) (ft) (in) (ft) 0.7500 -1.0732 0.4331 0.000266 2.5769 2.5800 -0.011382 BY FF DATE 6-2149 SUBJECT Sephora - Carlsbad SHEET NO. OF_____ CHKD. BY DATE JOB. NO. 19035.0 :.E::I:.±:L::J.:H: H-------- If..-- -------- .LJJIJ1.LJ.....LLLJ.......- - ..... .1 .... H.............- Wi !J..I..LLLLJ LL..L.LL .J.L.ILJ .1.......1 I.L..i.. ftk J".L.L ... -h I Hr4*ift- *H1* i1+k ''ill ('_..J__11111 liii I I 1 111 1 F i I: 'I 'i7 MIWT .1 :1........IELLL+: ..FIH.H-----LLJ..4i.J4i....iIL.i.I IIiIi.jii HH F EL:Li: HHI1HHLIHHHW I HHHH IIiH'!IiIT[t1*[ ifHi I +.4LLE.t iH;HIIIWHI1I }j. H....HH+FI+H: :±::J: JiIiLiLI':Hiim1:iHI[[HL F I t:LLH:LLL _7HHH EL 1. I ------------....LFfI+'r±:H±.* :f.HJ+I:H ------------------------------------------------------- ---------------- LF1iI-Lr!-ILrH HLIIl{[IIIiHiIHIIiIiIHIIUI[LiFIL ..L•_L .I LFLI:H:HiiHHI ... II .1 .. H Y..H. IL JIIH11W[H:IH1I'I11IW1IF LI I ----------I.. I • .1 . I.,......... HH }tIH:±j.IHH f111 IiH.HiIHjJLrlil -1-•L1.........Li......I.... H.I1J.L .F :1 -1IiL[IIII1ILII'-IIIiIiI[LrIILIi1HII;JHIFIHHI-i-II-LIJ H.HIF[i.IW1Li....LL(dI:iiH:: .....F:LHL"H:------H1H ..iJ.:[.I..i..i..I:I...LI: -IL1 HLH+i :,:HHHTEFI - 1.1: HI.------------------ ---------- :[III.....tIHI'.'LijHH.H: ---------------- t.i.I1I:J:Li ii:I.III1[: IH :r[I: .1 1.11 HII. IIIIiiIHjIF I'1 ii.I---------- ---------- iIiI....II: LU ILH:.Li..I.:.I... U I.: }LW:.LJ:....Lll.,i.I..LL'.i I ---------------I I ' 'F[IIIIIHHIfi 1-i -'-I--IIHJ I 4111 .:Li.LLj.:i---.:L..Ii:...Li: ---------------- -I---III1;II- i I IIIiLrIII .L:1Li iL1HIIi'HI HH.HrlL r It r[LftHH LIi Li WIHH LLLULLL1 LUIUFLU ::+: :If:H.L :E4j: ::i±1:: :::r: ± ::: :1:k :k :: :F1:I:1IT:F1: : r:Lb: :L6: :.E: ::If: SIERRA ENGINEERING GROUP k Coef. 0.000 0.000 0.000 0.000 0.000 Hole Size (in) 0.0000 0.0000 1.5000 0.0000 0.0000 Distance (in) 0.2500 0.8125 4.0000 0.8125 0.2500 SC31 CFS Version 10.0.1 Section: BUHI-1.cfss 1000S162-54, 50 ksi Stud SSMA Library Rev. Date: 6/21/2019 9:49:15 AM By: Francis Franco Printed: 6/21/2019 6:10:00 PM Francis Franco Sierra Engineering Group Page 1 + Section Inputs Material: A1003 ST Grade 50H Apply strength increase from cold work of forming. Modulus of Elasticity, E 29500 ksi Yield Strength, Fy 50 ksi Tensile Strength, Fu 65 ksi Warping Constant Override, Cw 0 inA6 Torsion Constant Override, J 0 in'4 Connector Spacing 0 in Net Section Ratio (Lnet/L) 0.1875 Part 5, Thickness 0.0451 in (18 Gage) Placement of Part from Origin: X to center of gravity -21.65 in Y to center of gravity 0 in Outside dimensions, Open shape Length Angle Radius Web (in) (deg) (in) 1 0.5000 270.000 0.071200 None 2 1.6250 180.000 0.071200 Single 3 8.0000 90.000 0.071200 Cee 4 1.6250 0.000 0.071200 Single 5 0.5000 -90.000 0.0.71200 None Track, Thickness 0.0566 in (16 Gage) Placement of Part from Origin: X to center of gravity 0 in Y to center of gravity -3.82 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 1.5000 270.000 0.084900 Single 0.000 0.0000 0.7500 2 6.1981 180.000 0.0:84900 Cee 0.000 0.0000 3.0991 3 1.5000 90.000 0.084900 Single 0.000 0.0000 0.7500 SC32 CFS Version 10.0.1 Section: BUHI-1 .cfss 10008162-54, 50 ksi Stud SSMA Library Rev. Date: 6/21/2019 9:49:15 AM By: Francis Franco Printed: 6/21/2019 6:10:00 PM Francis Franco Sierra Engineering Group Page 2 Part 3, Thickness 0.0566 in (16 Gage) Placement of Part from Origin: X to center of gravity 7.4378e-7 in Y to center of gravity 3.82 in Outside dimensions, Open shape Length Angle Radius Web (in) (deg) (in) 1 1.5000 90.000 0.084900 Single 2 6.1981 360.000 0.084900 Cee 3 1.5000 270.000 0.084900 Single Part 4, Thickness 0.0451 in (18 Gage) Placement of Part from Origin: k Hole Size Distance Coef. (in) (in) 0.000 0.0000 0.7500 0.000 0.0000 3.0991 0.000 0.0000 0.7500 X to center of gravity 2.65 in Y to center of gravity -1.6847e-7 in Outside dimensions, Open shape Length Angle Radius (in) (deg) (in) 1 0.5000 90.000 0.071200 2 1.6250 360.000 0.071200 3 8.0000 270.000 0.071200 4 1.6250 180.000 0.071200 5 0.5000 90.000 0.071200 Web k Hole Size Distance Coef. (in) (in) None 0.000 0.0000 0.2500 Single 0.000 0.0000 0.8125 Cee 0.000 1.5000 4.0000 Single 0.000 0.0000 0.8125 None 0.000 0.0000 0.2500 SG33 CFS Version 10.0.1 Analysis: Exterior Soffit - glazing support.cfsa Rev. Date: 6/21/2019 9:54:45 AM By: Francis Franco Printed: 6/21/2019 6:10:00 PM Francis Franca Sierra Engineering Group Page 1 Analysis Inputs Members Section File Revision Date and Time 1 BtJH1-1.cfss 6/21/2019 9:49:15 AM Start Loc. End Loc. Braced R k4 Lm (ft) (ft) Flange (k) (ft) 1 0.000 24.500 None 0.0000 0.0000 20.000 ex ey (in) (in) 1 0.000 0.000 Supports Type Location Bearing Fastened K (ft) (in) 1 XYT 0.000 1.00 No 1.0000 2 X 8.000 1.00 No 1.0000 3 X 16.000 1.00 No 1.0000 4 XYT 24.500 1.00 No 1.0000 Loading: Dead Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Distributed 90.000 0.000 24.500 -0.01000 -0.01000 k/ft Loading: Wind Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Distributed 0.000 0.000 24.500 -0.25200 -0.25200 k/ft Load Combination: D Specification: 2016 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.000 2 Dead Load 1.000 SC34 CFS Version 10.0.1 Analysis: Exterior Soffit - glazing support.cfsa Rev. Date: 6/21/2019 9:54:45 AM By: Francis Franco Printed: 6/21/2019 6:10:00 PM Load Combination: D+L Francis Franco Sierra Engineering Group Page 2 Specification: 2016 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.000 2 Dead Load 1.000 3 Live Load 1.000 4 Product Load 1.000 Load Combination: D+Lr Specification: 2016 North American Specification US (ASD) Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.000 2 Dead Load 1.000 3 Roof Live Load 1.000 Load Combination: D+S Specification: 2016 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.000 2 Dead Load 1.000 3 Snow Load 1.000 Load Combination: D+0.75(L4-Lr) Specification: 2016 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.000 2 Dead Load 1.000 3 Live Load 0.750 4 Product Load 0.750 5 Roof Live Load 0.750 Load Combination: D+0.75(L+S) Specification: 2016 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.000 2 Dead Load 1.000 3 Live Load 0.750 4 Product Load 0.750 5 Snow Load 0.750 Load Combination: D+0.6W Specification: 2016 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.000 2 Dead Load 1.000 3 Wind Load 0.600 SC35 CFS Version 10.0.1 Analysis: Exterior Soffit - glazing support.cfsa Rev. Date: 6/21/2019 9:54:45 AM By: Francis Franco Printed: 6/21/2019 6:10:00 PM Francis Franco Sierra Engineering Group Page 3 Load Combination.: D+0.7E Specification: 2016 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.000 2 Dead Load 1.000 3 Earthquake Load 0.700 Load Combination: D+0.75(0.6W+L+Lr) Specification: 2016 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.000 2 Dead Load 1.000 3 Live Load 0.750 4 Product Load 0.750 5 Roof Live Load 0.750 6 Wind Load 0.450 Load Combination: D+0.75(0.6W+L+S) Specification: 2016 North American Specification US (ASD) Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.000 2 Dead Load 1.000 3 Live Load 0.750 4 Product Load 0.750 5 Snow Load 0.750 6 Wind Load 0.450 Load Combination: D+0 .75(0. 7E+L+Lr) Specification: 2016 North American Specification Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.000 2 Dead Load 1.000 3 Earthquake Load 0.525 4 Live Load 0.750 5 Product Load 0.750 6 Roof Live Load 0.750 Load Combination: D+0.75(0.7E+L+S) Specification: 2016 North American Specification Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.000 2 Dead Load 1.000 3 Earthquake Load 0.525 4 Live Load 0.750 5 Product Load 0.750 6 Snow Load 0.750 Load Combination: 0.6D+0.6W - US (ASD) - US (ASD) Specification: 2016 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 0.600 2 Dead Load 0.600 3 Wind Load 0.600 SC36 CFS Version 10.0.1 Analysis: Exterior Soffit - glazing support.cfsa Rev. Date: 6/21/2019 9:54:45 AM By: Francis Franco Printed: 6/21/2019 6:10:00 PM Francis Franco Sierra Engineering Group Page 4 Load Combination: 0.6D-4-0.7E Specification: 2016 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 0.600 2 Dead Load 0.600 3 Earthquake Load 0.700 Member Check - 2016 North American Specification - US (ASD) Load Combination: D+0.6W Design Parameters at 16.000 ft, Left side: Lx 24.500 ft Ly 8.000 ft Lt 24.500 ft I(x 1.0000 Ky .1.0000 Kt 1.0000 Section: BUH1-1.cfss Material Type: A1003 ST Grade 50H, Fy=50 ksi Cbx 1.0133 Cby 2.7133 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: None k4) 0 k Red. Factor, R: 0 Lm 20.000 ft Loads: P Mx Vy My Vx (k) (k-in) (k) (k-in) (k) Total 0.000 13.963 -0.064 -12.732 -0.619 Applied 0.000 13.963 -0.064 -12.732 -0.619 Strength 0.960 58.141 7.869 49.855 10.165 Effective section properties at applied loads: Ae 2.03562 inA2 Ixe 24.232 inA4 lye 12.577 inA4 Sxe(t) 5.8864 in"3 Sye(l) 3.9539 in'3 Sxe(b) 5.9652 in"3 Sye(r) 4.1683 in"3 Interaction Equations NAS Eq. H1.2-1 (P, Mx, My) 0.000 + 0.240 + 0.255 = 0.496 <= 1.0 NAS Eq. H2-1 (Mx, Vy) Sqrt(0.017 + 0.000)= 0.132 <= 1.0 NAS Eq. H2-1 (My, Vx) Sqrt(0.039 + 0.004)= 0.206 <= 1.0 Shear flow between parts due to: Vertical Shear Horizontal Shear Part Part 5 0.00000 k/ft 0.80839 k/ft Part Track 0.06159 k/ft 0.00000 k/ft Part Part 3 0.06159 k/ft 0.00000 k/ft Part Part 4 0.00000 k/ft 0.80839 k/ft Web Crippling Check - 2016 North American Specification - US (ASD) Load Combination: D+0.6W Parameters at 16.000 ft: Total Load: 1.3868 k on left flange Total Moment: -12.732 k-in Bearing: 1.0000 in Flange fastened to bearing surface: No Distance from edge of bearing to edge of opposite load: 24.500 ft Section: BUH1-1.cfss Material Type: A1003 ST Grade 50H, Fy=50 ksi Applied Load: 1.3868 k on left flange SC37 US Version 10.0.1 Analysis: Exterior Soffit - glazing support.cfsa Rev. Date: 6/21/2019 9:54:45 AM By: Francis Franca Printed: 6/21/2019 6:10:00 PM Francis Franco Sierra Engineering Group Page 5 Applied Moment: -12.732 k-in Distance from edge of bearing to end of member: 8.4583 ft Part Elem Calculation Type Pa (k) Fax (k) Notes 2 2 Cee, UU-IOF 0.8970 0.8970 R/t>l 3 2 Cee, DU-IOF 0.8970 0.8970 R/t>1 Web Crippling Strength 1.7940 Web Crippling Check: 1.3868 k <= 1.7940 k Moment Check: 12.732 k-in <= 64.834 k-in Interaction Equations NAS Eq. 53-la (F, M) 0.391 + 0.118 = 0.508 <= 0.782 Maximum Shears, Moments, and Deflections Load Combination: D+0.6W, Y Direction Location Shear(l) Shear (r) Reaction (ft) (k) (k) (k) 0.000 0.00000 0.20961 0.20961 24.500 -0.20961 0.00000 0.20961 Location Moment Location Deflection Inflections (ft) (k-in) (ft) (in) (ft) 12.250 15.407 12.250 -0.19355 Maximum Shears, Moments, and Deflections Load Combination: D+0.6W, X Direction Location Shear(l) Shear(r) Reaction (ft) (k) (k) (k) 0.000 0.0000 0.4868 0.4868 8.000 -0.7228 0.5902 1.3131 16.000 -0.6194 0.7674 1.3868 24.500 -0.5178 0.0000 - 0.5178 Location Moment Location Deflection Inflections (ft) (k-in) (ft) (in) (ft) 3.219 9.402 3.584 -0.019483 6.439 8.000 -11.332 9.080 0.001471 10.246 11.904 2.492 11.813 -0.000207 13.561 16.000 -12.732 14.818 0.001956 17.651 21.076 10.639 20.688 -0.024928 SC38 CFS Version 10.0.1 Section: 362S162-43.cfss 362S162-43, 33 ksi Stud SSMA Library Rev. Date: 9/26/2016 12:00:00 PM By: RSG Software Printed: 6/21/2019 6:10:18 PM Francis Franco Sierra Engineering Group Page 1 Section Inputs Material: A1003 ST Grade 33H Apply strength increase from cold work of forming. Modulus of Elasticity, E 29500 ksi Yield Strength, Fy 33 ksi Tensile Strength, Fu 45 ksi Warping Constant Override, Cw 0 in'6 Torsion Constant Override, J 0 in'4 Net Section Ratio (Lnet/L) 0.1875 Stud, Thickness 0.0451 in (18 Gage) Placement of Part from Origin: X to center of gravity 0 in Y to center of gravity 0 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 0.5000 270.000 0.071200 None 0.000 0.0000 0.2500 2 1.6250 180.000 0.071200 Single 0.000 0.0000 0.8125 3 3.6250 90.000 0.071200 Cee 0.000 1.5000 1.8125 4 1.6250 0.000 0.071200 Single 0.000 0.0000 0.8125 5 0.5000 -90.000 0.071200 None 0.000 0.0000 0.2500 SC39 CFS Version 10.0.1 Analysis: Exterior soffit - strongback.cfsa Rev. Date: 6/21/2019 1:21:56 PM By: Francis Franco Printed: 6/21/2019 6:10:18 PM Francis Franco Sierra Engineering Group Page 1 Analysis Inputs Members Section File Revision Date and Time 1 362S162-43.cfss . 9/26/2016 12:00:00 PM Start Loc. End Loc. Braced R k4 Lm (ft) (ft) Flange (k) (ft) 1 0.0000 6.8330 None 0.0000 0.0000 20.0000 ex ey (in) (in) 1 0.000 0.000 Supports Type Location Bearing Fastened K (ft) (in) 1 XYT 0.0000 1.00 No 1.0000 2 XYT 6.8330 i.c0 No 1.0000 Loading: Dead Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Distributed 90.000 0.0000 6.8330 -0.040000 -0.040000 k/ft Load Combination: D Specification: 2016 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.000 2 Dead Load 1.000 Load Combination: D+L Specification: 2016 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.000 2 Dead Load 1.000 3 Live Load 1.000 4 Product Load 1.000 SC4O CFS Version 10.0.1 Analysis: Exterior soffit - strongback.cfsa Rev. Date: 6/21/2019 1:21:56 PM By: Francis Franco Printed: 6/21/2019 6:10:18 PM Load Combination: D+Lr Francis Franco Sierra Engineering Group Page 2 Specification: 2016 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.000 2 Dead Load 1.000 3 Roof Live Load 1.000 Load Combination:: D+S Specification: 2016 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Beam Self weight 1.000 2 Dead Load 1.000 3 Snow Load 1.000 Load Combination: D+0.75(L+Lr) Specification: 2016 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.000 2 Dead Load 1.000 3 Live Load 0.750 4 Product Load 0.750 5 Roof Live Load 0.750 Load Combination: D+0.75(L+S) Specification: 2016 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.000 2 Dead Load 1.000 3 Live Load 0.750 4 Product Load 0.750 5 Snow Load 0.750 Load Combination: D+0.6W Specification: 2016 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.000 2 Dead Load 1.000 3 Wind Load 0.600 Load Combination: D+0.7E Specification: 2016 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.000 2 Dead Load 1.000 3 Earthquake Load 0.700 SC41 CFS Version 10.0.1 Analysis: Exterior soffit - strongback.cfsa Rev. Date: 6/21/2019 1:21:56 PM By: Francis Franco Printed: 6/21/2019 6:10:18 PM Francis Franco Sierra Engineering Group Page 3 Load Combination: D+O .75(0. 6W+L+Lr) Specification: 2016 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.000 2 Dead Load 1.000 3 Live Load 0.750 4 Product Load 0.750 5 Roof Live Load 0.750 6 Wind Load 0.450 Load Combination: D+0.75(0.6W+L+S) Specification: 2016 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Beam Self weight 1.000 2 Dead Load 1.000 3 Live Load 0.750 4 Product Load 0.750 5 Snow Load 0.750 6 Wind Load 0.450 Load Combination: D+0 .75 (0. 7E-I-L+Lr) Specification: 2016 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.000 2 Dead Load 1.000 3 Earthquake Load 0.525 4 Live Load 0.750 5 Product Load 0.750 6 Roof Live Load 0.750 Load Combination: D+0.75(0.7E+L+S) Specification: 2016 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.000 2 Dead Load 1.000 3 Earthquake Load 0.525 4 Live Load 0.750 5 Product Load 0.750 6 Snow Load 0.750 Load Combination: 0.6D+0.6W Specification: 2016 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 0.600 2 Dead Load 0.600 3 Wind Load 0.600 Load Combination: 0.6D+0.7E Specification: 2016 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 0.600 2 Dead Load 0.600 3 Earthquake Load 0.700 SC42 US Version 10.0.1 Analysis: Exterior soffit - strongback.cfsa Rev. Date: 6/21/2019 1:21:56 PM By: Francis Franca Printed: 6/21/2019 6:10:18 PM Francis Franco Sierra Engineering Group Page 4 Member Check - 2016 North American Specification - US (ASD) Load Combination: D Design Parameters at 3.4165 ft: Lx 6.8330 ft Ly 6.8330 ft Lt 6.8330 ft Kx 1.0000 Ky 1.0000 Kt 1.0000 Section: 362S162-43.cfss Material Type: A1003 ST Grade 33H, Fy=33 ksi Cbx 1.1364 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: None k4 0 k Red. Factor, R: 0 Lm 20.0000 ft Loads: P Mx Vy My Vx (k) (k-in) (k) (k-in) (k) Total 0.0000 2.8823 0.0000 0.0000 0.0000 Applied 0.0000 2.8823 0.0000 0.0000 0.0000 Strength 1.5254 5.9361 0.6759 1.9627 1.5542 Effective section properties at applied loads: Ae 0.33977 in'2 Ixe 0.70993 inA4 lye 0.12690 in4 Sxe(t) 0.39169 in"3 Sye(l) 0.23621 in"3 Sxe(b) 0.39169 in"3 Sye(r) 0.11667 in'3 Interaction Equations NAS Eq. 51.2-1 (P, Mx, My) 0.000 + 0.486 + 0.000 = 0.486 <= 1.0 NAS Eq. 52-1 (Mx, Vy) Sqrt(0.148 + 0.000)= 0.384 <= 1.0 NAS Eq. H2-1 (My, Vx) Sqrt(0.000 -P 0.000)= 0.000 <= 1.0 Web Crippling Check -2016 North American Specification - US (ASD) Load Combination: D Parameters at 0.0000 ft: Total Load: 0.14061 k on bottom flange Total Moment: 0.0000 k-in Bearing: 1.0000 in Flange fastened to bearing surface: No Distance from edge of bearing to edge of opposite load: 6.8330 ft Section: 3625162-43.cfss Material Type: A1003 ST Grade 335, Fy=33 ksi Applied Load: 0.14061 k on bottom flange Applied Moment: 0.0000 k-in Distance from edge of bearing to end of member: 0.0000 ft Part Elem Calculation Type Pa (k) Pay (k) Notes 1 3 Cee, US-EOF 0.22678 0.22678 Web Crippling Strength 0.22678 Web Crippling Check: 0.14061 k <= 0.22678 k Moment Check: 0.0000 k-in <= 7.5035 k-in Interaction Equations NAS Eq. 53-la (P, M) 0.305 + 0.000 = 0.305 <= 0.782 Maximum Shears, Moments, and Deflections SC43 CFS Version 10.0.1 Analysis: Exterior soffit - strongback.cfsa Rev. Date: 6/21/2019 1:21:56 PM By: Francis Franco Printed: 6/21/2019 6:10:18 PM Francis Franco Sierra Engineering Group Page 5 Load Combination: D, Y Direction Location Shear(l) Shear(r) Reaction (ft) (k) (k) (k) 0.0000 0.00000 0.14061 0.14061 6.8330 -0.14061 0.00000 0.14061 Location Moment Location Deflection Inflections (ft) (k-in) (ft) (in) (ft) 3.4165 2.8823 3.4165 -0.096386 69 SAN DIEGO REGIONAL" HAZARDOUS MATEjES QUESTIONNAIRE I °i OFFICE USE ONLY g —H MW- flfl7(o (o. BPDATE_I _I Business Name SEPHORAUSA Business CoMact , (.3. - NATAUASiORTEN ç., Telephone U 415.802.4690 Project Address City ..ç(. \ State 2525 EL CAMINO REAL, SPACE #214 CARLSBA)> \, CA Zip Code 92008 APN# 156-302-07,156-302-08 Mailing Address City . State Zip Code Plan FileU 525 MARKET STREET. 11TH FLOOR SAN FRANCISCO CA 94105 Project Contact Applicant E-mail GREG ANDERSON - - GREG.ANDERSON@SEPHORA.COM Telephone U 415284.3477 inc TOJlOW9 quesuona represent me mcluty-s acuvmes, NUT inc specmc project aescnpuon. PMT I: FIRE DEPARTMENT - HAZARDOUS MATERJALS DIVISION: OCCUPANCY CL$SlF1cATlON:_not peulmtfot prpjecls the CIty p1 San DIeiot:IndIcate by eliding the item, whether your business will use, process, or store any of the foilov.ing_hazardousmaterials. U any of the items are aided. applicant must contact the Fire Protection Agency with jurisdiction prior to plan submittal. Occupancy Rating: Facility's Square Footage (including proposed project): ,p..86 . 1. Explosive or Blasting Agents 5. Organic Peroxides 9. Water Reactives 13. Corrosives 2._Conieressed Gaas 8. Oxidizers 10 Cryogenics 14. Other Health Hazards 13.FlammablelCombustibte Liquids] 7 Pyrophoncs 11, Highly Toxic or Toxic Materials 15. None of TIeso. / ) 4. Flammable sours 8, Unstable Reactives 12. Radioactives Pd. 7i ri I) q Call (858)55.8706prIor 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). C 0 Will your business dispose of Hazardous Substances or Medical Waste In any amount? (3 Will your business store or handle Hazardous Substancós in quantities greater than or equal to 55 gallons, 500 pounds andlor 200 cubic feet? 0 (I WE your business store or handle carclnogenslreproductive toxins in any quantity? 0 IXI Will your business use an existing or Install an undergiound storage tank? 0 (N Will your business store or handle Regulated Substances (CelARP)? 0 (N Will your business use or install a Hazardous Waste Tank System (Title 22, Article 10)? 8, 0 (N 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). [the answer to any Diego, CA 92123. CalARP Exempt Oato initials CalARP Required Oat. 1n1ts1e CalARP Complete Dat. Initials' pAMV in: sAit 131=Qn couryiR POLLtfl OM'CQNTROL DISThICTIAPCDI: Any YES answer requires a stamp from APCD 10124 Old Grove Road, San DlegO. CA 92131 aXdcomcadcoun&caoov (858);588-2650). No stamp required If 01 Yes AW 03 Yes AW 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-commerclal use: deliberate bums; resIdences forming part of a larger project rExcludes garages & small outbuildings.) YES NO 0 II Will the project disturb 180 square feet or more of existing building materials? 0 I1 Will any load supporting structural members be removed? Notification may be required 10 working days Peer 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) Bared 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 50 Will the project or associated construction equipment emit air contaminints? See the reverse side of this tone or APCD factsheet tw.sdaocd.oroilntàfadsfeermIts.odfl for typical equipment requiring an APCD permit. 0 0 (ANSWER ONLY IF QUESTIONS 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: RETAIL COSMETICS STORE , NEW RETAIL STORE l declare under pgaftyo1pewy that to the best ofmy knowledge and bellefUresponses made her&n are true and corred. _____-. NATALIASHOIIN Natalia Shorten _--'--'--- _21/4 Name of Owner or Authorized Agent Signature of Owner or Authorized AqOnt Date - FIRE DEPARTMENT OCCUPANCY CLASSIFICATION, FOR OFFICAL USE ONLY: BY:__. DATE - J I RulER INFORMATION REQUIRED RELEASED FOR 8U1L01NG PERMfT BUT NOT FOR OCCUPANCY RELEASED FOR OCCUPANCY - APCD COUNTY-HMD - - APCD COUNTV'-HMD APCD - EVIEWEO \fC I UJ1414J C Re4d ' SIG)1ATUE C 7/17lg. TAM j QifluI5 ° / of Sao ousinesses irom compieting or upoaung a Iiazar0ous Materials business Plan. Other permitting requirements may still apply. HM-9171 ( 15) County of San Diego - DEH - Hazardous Materials Division /t&)ai.z (into Vfl CES INDUSTRIAL WASTEWATER DISCHARGE PERMIT SCREENING SURVEY ENONA WASTEWTER AUIHORIJV -V 1* Date 06.21.2019 Business Name SEPHORA USA Street Address 525 MARKET STREET, 32ND FLOOR; SAN FRANCISCO, CA 94105 Email Address GREG.ANDERSON@SEPHORA.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 I Milling Painting I 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 I SIC Code(s) (if known): Brief description of business activities (Production / Manufacturing Operations):______________ Description of operations generating wastewater (discharged to sewer, hauled or evaporated): Estimated volume of industrial wastewater to be discharged (gal/ day): List hazardous wastes generated (type/ volume): Date operation began/or will begin at this location: Have you applied for a Wastewater Discharge Permit from the Encina Wastewater Authority? Yes No If yes, when: Site Contact Title_______________________________ Signature Phone No.___________________________ ENCINA WASTEWATER 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. . 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. A Details on CAP ordinance requirements are available on the city's website. Application Information Project Name/Building Permit No.: BP No.: Ci1)Cc 'g — 031 clL5 SEPHORA - SHOPPES AT CARLSBAD _____________________ Property Address/APN: 2525 EL CAMINIO REAL, SPACE #214 (APN 156-302-07,156-302-08) Applicant Name/Co.: NATALIA SHORTEN; SEPHORA USA Applicant Address: 525 MARKET STREET, 11TH FLOOR; SAN FRANCISCO, CA 94105 Contact Phone: 415-284-3477 Contact Email: NATALIA.SHORTEN@SEPHORA.COM Contact information of person completing this checklist (if different than above): Name: SCOTT DE LELLO Contact Phone: 310-437-8205 Company SARGEN1I ARCHITECTS name/address: 448 SOUTH HILL STREET, SUITE 808 Contact Email: SDELELLO@SARGARCH.COM LOS ANGELES, CA 90013 Natalia Shorten 6.21.19 Applicant Signature: wc2alm2l 11SM47W Date: 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) $ $400,000 Construction Type -- I El Residential O New construction Alterations: BPV 2:$60,000 Electrical service panel upgrade o BPV 2:$200,000 E1 Nonresidential O New construction [A Alterations Complete Section(s) I Notes: IA 0 exempt 1A IA 1-2 family dwellings and townhouses with attached garages only IA Multi-family dwellings only where interior finishes are removed and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed lB and 2 2 1. Electric Vehicle Charging 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," 'Read/' or "Installed.") *Major alterations are: (1) for one and two-family dwellings and townhouses with attached garages, alterations have a building permit valuation 2t $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 ~ $200,000, interior finishes are removed and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed. El Nonresidential new construction (includes hotels!motels) 0 Exception: Total Parking Spaces Proposed EVSE Spaces Capable Ready Installed Total Calculation: Refer to the table below: Total Number of Parking Spaces provided Number of required EV Spaces Number of required EVSE Installed Spaces 0-9 1 I 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 4/12/2019 2 City of Carlsbad Climate Action Plan Consistency Checklist 2. Transportation Demand Management (TDM) 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 MERCANTILE/RETAIL 6053 SF 8 4.5 31 Total 31 If total employee ADT is greater than or equal to 110 employee ADT, a TOM plan is required. TDM plan required: Yes 0 No l Employee ADT Estimation for Various Commercial Uses LwMø1J Office (all)2 20 20 Restaurant 11 11 Retai13 8 4.5 Industrial 4 3.5 Manufacturing 4 3 Warehousing 4 1 1 Unless otherwise noted, rates estimated from ITE Trip Generation Manual, 10t'Edition 2 For all office uses, use SANDAG 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 1. 20,450 sf/ 1000 x 20 = 409 Employee ADT Retail: 9,334 sf 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 èity of PERMIT REPORT Carlsbad Print Date: 03/03/2020 Permit No: PREV2019-0194 Job Address: 2525 El Camino Real, 214 Permit Type: BLDG-Permit Revision Work Class: Commercial Permit Rev15 Status: Closed - Finaled Parcel No: 1563020900 Lot #: Applied: 09/27/2019 Valuation: $0.00 Reference#: Issued: 10/28/2019 Occupancy Group: . Construction Type PermitFinal 03/02/2020 Close Out: # Dwelling Units: Bathrooms: . Inspector: Bedrooms: . Orig. Plan Check #: CBC2019-0318 Final Plan Check #: Inspection: Project Title: Description: SEPHORA: CHANGES TO DEMO, ARCHITECTURAL AND ELECTRICAL SHEETS Owner: Contractor: BROOKFIELD PROPERTIES BOGART CONSTRUCTION INC 6225 N State Highway 161 9980 Irvine Center Dr, Ste 200 Irving, TX 75038-2222 Irvine, CA 92618-4364 214-556-5142 . 949-279-6631 FEE . AMOUNT BUILDING PLAN.CHECK REVISION ADMIN FEE $35.00 MANUAL BLDG PLAN CHECK FEE . $168.75 Total Fees: $ 203.75 Total Payments To Date: $ 203.75. Balance Due: $0.00 Building Division 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov Page 1 of 1 PLAN CHECK REVISION OR Development Services 0" tv cr of DEFERRED SUBMITTAL Building Division Carlsbad APPLICATION 1635 Faraday Avenue 760-602-2719 B-I 5 www.carlsbadca.gov Original Plan Check Number 3C- 20/cf - 03 ( S Plan Revision Number &A-O i g - i q '-/ Project Address 2-S 25 El C1 ; i t—g General Scope of Revision/Deferred Submittal: ChMje o Lc..øi ó eSle c Jrs 1' YC(i-eCJ(b't kec,5 , 04 e.gJ-4c CONTACT INFORMATION: Name JkJ+- Rczrj Phone (0-Z.75 777 Fax______________ Address !0370 W; 1$L:Y_E3(vc( City (sv.e4y f-fllc Zip Email Address I( Cttt OVii ,k V i L 01 Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 . Elements revised: [2 Plans fl Calculations EJ Soils LI Energy LI Other 2. Describe revisions in detail 3. List page(s) where each revision is shown D ti' iedc -,-cJt It -- , ' I-ti EicA-ii c.ok Ste cf- - '3" flt Does this revision, in any way, alter the exterior of the project? LI Yes Ef'No Does this revision add ANY new floor area(s)? E1 Yes Does this revision affect any fire related issues? El Yes 7e is this a complete set? Ef Yes No -7/-ZDf Signature -Z-- Date 1635 Faraday Avenue, Carlsbad, CA 92008 Ph: 760-602-2719 E: 760-602-8558 Email: builcling@carlsbadca.gov www.carlsbadca.gov EsGil A SAFEbulif Company DATE: 10-17-2019 U APPLICANT U JURIS. JURISDICTION: Carlsbad PLAN CHECK #.: CBC2019-0318 (2019-0194REV) SET:I PROJECT ADDRESS: 2525 El Camino Real #214 PROJECT NAME: Sephora TI The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. El 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. 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 #: ,('te contacted: O-'I'1-t,(bft Email: all Telephone Fax In Person REMARKS: By: David Kniff AlA Enclosures: EsGil 10-1-2019 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 [DO NOT PAY - THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK #.: CBC2019-0318 (2019-0194REV) PREPARED BY: David Kniff AlA DATE: 10-17-2019 BUILDING ADDRESS: 2525 El Camino Real #214 BUILDING OCCUPANCY: M BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code Icb ]By Ordinance 11997 UBC Building Permit Fee [] rorr you cnecicea Lomp. Ke1ew and Hourly at the same time 11997 UBC Plan Check Fee LMJ Type of Review: F Complete Review E Structural Only 1 Repetitive Fee r Other FEI __ 1 450 -I - Repeats Hourly s9o.$1EsGil Fee p. p. p. * Based on hourly rate Comments: EsGil fee is based on an hourly rate. 1.5 x 90.00/hr. Sheet 1 of 1 MEMMENEW 448 South Hill Street, Suite 808, Los Angeles, CA 90013 SARGENTI 0. 310.437.8204 September 25, 2019 City of Carlsbad - Building Department 1636 Faraday Avenue Carlsbad, CA 92008 Re: Commercial Tenant Improvement Sephora: Shoppes at Carlsbad 2525 El Camino Real #214 Carlsbad, CA 92008 Plan Check Number: CBC2019-0318 RECEIVED SEP 2 6 2019 CITY OF CARLSBAD BUILDING DIVISION This letter addresses an Amendment to an approved TI Permit for the above mentioned project (Plan Check Number: CBC2019-0318). All revisions to the plans have been clouded and identified with a Delta 3, dated September 27, 2019. Enclosed Documents: Drawings: G-001; D-101, D-102, D-104, D-104A, D-104B, A-101. A-102. A-ill. A-121. A-122, A-131, A-201, A-301A, A-3018, A-301C, A-301D, A-302, A-302A, A-303, A- 401, A-402, A-403, A-504, A-506, A-601, A-804 - Architectural - Sheet G-001 1. Included for reference only. Sheet D-101 Revision General Note and Keynotes Omission: Trenching removed from scope. Store will used a raised floor system as previously approved. Refer to plans and keynote 14. Sheet D-102 1. Clarification: Keynote 3 added to plans per site conditions. Sheets D-104, D-104A, D-104B 1. Revision: Barricade return details as required by Landlord. Sheet D-104A 1. Revision: Barricade return details as required by Landlord Sheet D-104B 1. Clarification: Annotation added as required by Landlord SARGENTI ARCHITECTS Pagel 9/25/2019 llillilliMilOW 448 South Hill Street, Suite 808, Los Angeles, CA 90013 SAGENTI 0.310.437.8204 September 25, 2019 Sheet A-101 Revision: Furr-out wall added to "Plan North" demising wall between Column lines C & D. Dimensions adjusted accordingly. Clarification :Location of lighting controller, inverter and low voltage switches. Revision: General Notes and Keynotes including: - Volume Control Location - Access panel spec - Ejector Pump. See also revised Plumbing drawings - Backwrap power and conduit. Refer to Keynote 12. Revision: Floor slope at Hallway 102 deceased to 1:20 slope per City redlines. Sheet A-102 Revision: Location of select floor-mounted 3-Boxes at Sales Area. Revision: Spacing of wall mounted receptacles at Sales Area 'Plan North" wall between Column lines C & D Addition: (Qty 1) twist-lock 3-Box at "Plan South" wall. Refer also to revised Electrical plans. Omission: Keynote #9 and associated receptacle at Sales Area removed from scope Clarification: Location of power and low voltage receptacles. Refer to Plan and Keynotes. Sheet A- 111 Clarification: Symbol legend added Refer to Detail 9 Addition: Ceiling-mounted receptacles at storefront interior. Refer also to revised Electrical plans. Sheet A-121 Revision: Finishes at Sales Area - finish type and locations Revision: Floor slope at Hallway 102 decreased to 1:20 per City redlines Sheet A-122 Revision: Floor Tile Pattern at both entry areas at Sales Area. Revision: Tile quantities. Refer to Detail 5. Revision: Floor slope at Hallway 102 decreased to 1:30 per City redlines SARGENTI ARCHITECTS Page 9/25/2019 A 448 South Hill Street, Suite 808, Los Angeles, CA 90013 SAGENTI 0.310.437.8204 September 25, 2019 Sheet A-131 Revision: Fixture layout adjusted and Hold Dimensions between end panels adjusted in Sales Area Addition: "Hair Distortion" Fixture to Sales Area. Sheet A-201 Revision: Fixture updates and layout Refer to Details 5 & 19. Clarification: Location of perimeter fixture blocking. Clarification: Location of EAS Controll and storefront wall power receptacles. Sheets A-301A-D 1. Revision: Channel letter sign style revised to be a face-lit type. Sheet A-302 1. Clarification: Note regarding attachment to Base Building added per Landlord requirements. Sheet A-302A 1. Clarification: Note regarding attachment to Base Building added per Landlord requirements. Sheet A-303 1. Omitted: Delta 12 is no longer in scope Sheet A-401 Revision: Fixture updates and layout at Office Area 107 and Stock Area 106 Clarification Location of lighting controller, inverter and low voltage switches Revision: Floor slope dimensions at Hallway 102 to accommodate a 1:20 slope per City redlines. Sheet A-402 1. Revision: Floor slope at Hallway 102 decreased to 1:20 per City redlines. Refer to revised Details 8 & 18. Sheet A-403 1. Clarification: Bottle Filler to Drinking Fountain. Refer to Toilet Accessory Schedule. Sheet A-504 1. Clarification: General Note regarding a floor sweep added per Landlord requirements. Sheet A-506 1. Revision: Fixture adjustments to entire sheet. SARGENT! ARCHITECTS Page 9/25/2019 A 448 South Hill Street, Suite 808, Los Angeles, CA 90013 SAGENTI 0.310.437.8204 September 25, 2019 Sheet A-601 Revision: Door Type B. Remove Conan detail from door frame Revision: Hardware type 113: Closer and Lock specification changed. Revision: Updates to digital door locking hardware specification. Refer to Door #1.4 and Hardware Type 6. Clarification: General Note added to Door Type Al elevation per Landlord requirements. Sheet A-804 1. Addition: Landlord general notes Scott De Lello Sargenti Architects sdelello@sargarch.com 310.437.8205 SARGENTI ARCHITECTS Page 9/25/2019 RECEIVED 4 SEP 26 2019 i S CITY OF CARLSBAD BUILDING DIVISION M-Engineering Project Revision Summary REVISION NO. # 3 ISSUE DATE: 09-27-19 Project: Sephora Carlsbad Store No: xxx Dwg. Date: 05-17-2019 Project No: 1942050 p Architectural Changes (A) r j Building Department Comments (B) P Landlord Comments (L) P Owner's Changes (OC) fl Other (0): Item Reference Comments No. Document 1. E-100 Revised locations of multiple floor boxes and circuitry per updated architectural backgrounds. Revised Beauty Studio area by adding pumps and revising layout. Revised layout of wall linear fixtures and circuitry per updated architectural backgrounds. Added pumps for studio update per prototype updates. Revised BOH electrical device locations per prototype updates and updated architectural design. 2. E-101 1. Revised/added various coded notes per prototype updates. 3. E-200 Revised BOH electrical device locations per prototype updates and updated architectural design. Updated lighting control locations in BOH area per updated architectural backgrounds. 4. E-300 1. Removed details from sheet per prototype updates. 5. E-400 1. Removed detail from sheet per prototype updates. 6. E-500 1. Revised panel schedules in multiple locations per above noted changes. 7. P-100 Added drain pump and sink. Added soldered joint note per prototype update 8. P-101 1. Added drain pump, sink, and recirculating pump. 9. FP-100 Added Note "FOR REFERENCE ONLY" to drawing per billing department comment. Added fire sprinkler heads in back hallway Page 1 of 1 A 448 South Hill Street, Suite 808, Los Angeles, CA 90013 SAGENTI 0.310.437.8204 Tony Gallant Bogart Construction, Inc 9980 Irvine Center Drive, Suite 200 Irvine, CA 92618 CC: Todd Mc Connell; Bogart Construction Kristin Mummery; Sephora USA VIA EMAIL November 14, 2019 J. No. c-31054 Re: Commercial Tenant Improvement Sephora: Shoppes at Carlsbad 2525 El Camino Real #214 Carlsbad, CA 92008 Plan Check Number: CBC2019-0318 This letter addresses Field Inspector comments received via email on November 14, 2019 regarding the above-mentioned Commercial Tenant Improvement Architect or Record response is noted in blue text below each query on the walls type B that is full height drywall both sides, do we need to install bridging? At 4' and 8' on center? This occurs at the wall between the back of house and sales floor. Detail A501 Detail 3 and 17 Response: Lateral bracing is required on any wall with GWB on one hide only or above the location where the GWB stops, if it doesn't run to the top track. Lateral bracing should not be required on a full height wall interior partition with GWB running to the top track on both sides of the framing. Type G walls show bridging all so and we are drywalling both sides. Response: See response to Point 1. The (qty 2) common walls between the two restrooms and demising wall furring is single-sided GWB. Bridging is required at those locations. At column line Ethru G on column line 13 we have the full height wall with dead space behind it, the inspector says the plans show dry wall both sides, do we need to dry wall the dead space side? Response: The intent is to provide drywall on the Sales side only and not to drywall the dead space side. Lateral bracing will be. required at this location. mv~wrw: m! Robert 3. Sargenti Sargenti Architects SARGENT! ARCHITECTS Pagel 11/14/2019 eity of PERMIT REPORT Carlsbad. Print Date: 03/03/2020 Permit No: PREV2019-0225 2525 El Camino Real, 214 BLDG-Permit Revision 1563020900 $0.00 'Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: # Dwelling Units: Bedrooms: Project Title Description: Work Class: Commercial Permit Revi5 Status: Closed - Finaled Lot #: Applied: 10/29/2019 Reference #; Issued: 11/21/2019 Construction Type PermitFinal 03/02/2020 Close Out: Bathrooms: . Inspector: Orig. Plan Check #: CBC2019-0318 Final Plan Check #: Inspection: SEPHORA: PLUMBING/MECHANICAL/ ELECTRICAL CHANGES Owner: Contractor: BROOKFIELD PROPERTIES BOGART CONSTRUCTION INC 6225 N State Highway 161 9980 Irvine Center Dr, Ste 200 Irving, TX 75038-2222 Irvine, CA 92618-4364 214-556-5142 949-279-6631 FEE . AMOUNT BUILDING PLAN CHECK REVISION ADMIN FEE . $35.00 MANUAL BLDG PLAN CHECK FEE . $450.00 Total Fees $ 485.00 Total Payments To Date: $ 485.00 Balance Due: $0.00 Building Division • 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov . Page 1 of 1 PLAN CHECK REVISION OR Development Services 'tCity Of DEFERRED SUBMITTAL Building Division Carlsbad APPLICATION 1635 Faraday Avenue 760-602-2719 B-I 5 www.carlsbadca.gov 221 Original Plan Check Number C&62l q 3 t tt Plan Revision Number Project Address 2$2-5 i . I ZN Cpv/d CA General Scope of Revision/Deferred Submittal: CONTACT INFORMATION: Name 96* 1?Ot140S Phone 3/0 7S777( Fax Address 2?7Q 144I4i.,ve R lucl 44-3 city I?c1ev1y 141 /-% Zip_?c2/ I Email Address J4a?IL() jv fr&i,7di,,%ct-c. CO frs-p Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1. Elements revised: Plans i:i Calculations El Soils• El Energy El Other 2. 3. Describe revisions in detail List page(s) where each revision is shown 4. Does this revision, in any way, alter the exterior of the project? El Yes 'fT No Does this revision add ANY new floor area(s)? El Yes Does this revision affect any fire related issues? fl Yes Is this a complete set? Yes El No A!~Si Date —OZ2 -C(/—/ 4 1635 Faraday Avfue, Carlsbad, CA 92008 Ph: 760-602-2719 f: 760-602-8558 Email: buitding@carlsbadca.gov www.carlsbadca.gov EsGil A SAFEbui1tCornpony /13APPLICANT DATE: 11-12-19 URIS. JURlSDlCTlO!lsba PLAN CHECK #.: CBC2019-0318 (REV._2) - PREy. 2019-0225 SET: I PROJECT ADDRESS: 2525 El Camino Real #214 PROJECT NAME: Sephora TI The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. Li 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. Li The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. Li 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. Li EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: IIIP((btY") Email: Mail Telephone Fax In Person REMARKS: Owner's revisions; all disciplines are impacted. Updated sheets of plans are revised and resubmitted for review and approval. By: ALl SADRE, S.E. Enclosures: EsGil 10/31 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 r: Other r Repetitive Fee pp Repeats Hourly EsGil Fee r r * Based on hourly rate r Comments: L $120.00 Sheet I of I (DO NOT PAY- THIS IS NOT AN INVOICE) VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK #.: CBC2019- 0318 (REV.-2) - PREy. 2019-0225 PREPARED BY: AU SADRE, S.E. DATE: 11-12-19 BUILDING ADDRESS: 2525 El Camino Real #214 BUILDING OCCUPANCY: M BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code Cb JBy Ordinance 11997 UBC Building Permit Fee 11997 UBC Plan Check Fee [j Type of Review: l Complete Review r Structural Only 0 M-Engineering REVISION NO. # 4 RECEIVED OCT 29 2019 CITY OF CARLSBAD BUILDING DIVISION Project Revision Summary ISSUE DATE: 10-23-19 Project: Sephora Carlsbad Store No: xxx Dwg. Date: 05-17-2019 Project No: 1942050 I Architectural Changes (A) j Building Department Comments (B) Li Landlord Comments (L) E Owner's Changes (OC) L Other (0): Item Reference Comments No. Document 1. E-100 Revised Beauty Studio to Version 4.0. Revised Back Of House device locations. Added Printer Carts. Removed EAS system keypad coded note call out and circuit/receptacle from corridor per updates to system design requirements. Added power call outs and new circuit for storefront signage per coordination with architect. 2. E-101 Revised Coded Note #23. Removed Coded Note #43. Revised Coded Note #11. Revised Coded Note #18 to align with current standards. 3. E-200 Removed 4' length of light. Added box note per vendor request. Revised coded note #9 to align with current standards. E-400 1. Updated spec for UC fixture per owner updates. E-500 1. Added circuit "B-29". 2. Removed circuits for hair dryer test stations per updated architectural backgrounds. 3. Added circuit A-8 per updates from owner regarding inverter charging circuit. 4. Added circuit A-36 for storefront signage per updates noted above. 5. Revised circuit description for circuit A-30 per addition of circuit A-36 (for clarity). 6. M-100 Moved RTU- 1 sensor per architectural update. Moved RTU-1-3 controllers to receiving desk. 7. P-100 1. Updated drain pump to duplex per EBLAST. 8. P-101 1. Updated drain pump to duplex per EBLAST. Page lofi '1 A 448 South Hill Street, Suite 808, Los Angeles, CA 90013 SAGENTI 0.310.437.8204 October 21, 2019 City of Carlsbad - Building Department 1636 Faraday Avenue Carlsbad, CA 92008 Re: Commercial Tenant Improvement Sephora: Shoppes at Carlsbad 2525 El Camino Real #214 Carlsbad, CA 92008 Plan Check Number: CBC2019-0318 This letter addresses an Amendment to an approved TI Permit for the above mentioned project (Plan Check Number: CBC2019-0318). Aforementioned revisions are a resulting of recent Tenant standards update. All revisions to the plans have been clouded and identified with a Delta 4, dated October 23, 2019. Enclosed Documents: Drawings: G-OOl, G-002, G-003, A-101, A-102, A-ill, A-121, A-122, A- 131, A-201, A-301A, A-301B, A-302B, A-302C, A-303, A-304, A-305, A-401, A-402, A-501, A-502, A-503, A-505, A-506, A-507, A-601, A-602 Architectural - Sheet G-001 1. Addition: EAS system added to list of Shop Drawing Requirements. Refer to Detail 15 Sheet G-002 Revision: Vendor contacts updated to current contact information. EAS System Vendor changed. Clarification: Responsibility Schedule updated to include additional line items to coordinate with drawing set. Sheet G-003 1. Revision: Partition and fixture layout. Sheet A-101 Revision: Fur-out wall dimensions behind Beauty Studio Fixture and Wall Types. Revision: Wall Type "J" added to Wall Legend. See Detail 1. Revision: Added wing wall and Wall Type C-2. Shifted "Plan North" Sales Area wall. Sheet A-102 1. Clarification: Stub-up location for cashwrap SARGENTI ARCHITECTS Pagel 10/21/2019 A 448 South Hill Street, Suite 808, Los Angeles, CA 90013 SAGENTI 0.310.437.8204 October 21, 2019 Revision: Power location at Beauty Studio Revision: Fin-Type EAS system at entry ways to replace overhead EAS System. Revision: Manager's Desk power location. Refer to Plan Sheet A-ill Clarification: Specification for Emergency Lights to coordinate with Electrical Plans. See Symbol Legend. Omission: Overhead EAST System. Refer to Plan and omitted Keynote #7 Revision: General note on plan to clarify power feed location and revised linear light lengths. Addition: Access Points. Refer to Plan and Symbol Legend. S. Revision: Linear light fixture length at "Plan North" Sales Area Sheet A-121 Revision: Remove striping from interior storefront area and replace with solid paint color. Revision: Beauty Studio fur-out wall dimension Revision: Finishes and layout at "Plan North" Sales Area wall. Sheet A-122 1. Revision: Floor tile as required for partition revision. Sheet A-131 Clarification: Fixture endcap type. Refer to added Fixture Code 24 in Fixture Schedule and Plan. Addition: Moss Backwrap Non-Illuminated Graphic Box. Refer to Fixture Code 17 in Fixture Schedule and Plan. Omission: Fixture Linear Schedule. Revision: Fixture layout at "Plan North" Sales Area. Addition: Freestanding Hygiene Station fixture. Refer to Plan dn Fixture Code 15. Sheet A-201 Omitted: Overhead EAS System. Refer to Details 5 & 6 Omitted: Perimeter Fixture End Panel blocking. SARGENTI ARCHITECTS Page 10/21/2019 I MMME 1 I- 448 South Hill Street, Suite 808, Los Angeles, CA 90013 SAGENTI 0.310.437.8204 October 21, 2019 Revision: Removed P-4 Wall Paint from Door 1.3 adjacent wall and adjusted exit sign height. Refer to Detail 19. Revision: Beauty Studio pump enclosure finishes and graphic. Refer to Detail 19. Revision: Interior storefront finishes, to remove striping and replace with solid paint finish. Refer to Details: 5, 19 & 20. Addition: Signage access panels. Refer to Details: 5, 6 & 20 Revision: Receptacle location and orientation at Backwrap and addition of volume controls. Refer to Detail 10. Sheet A-301A Clarification: Storefront detail call-out Revision: Interior Storefront build-out. Sheet A-301B 1. Clarification: Storefront detail call-out. Sheet A-302B 1. Revision: Removed VF-1 stripe finish from storefront interior. Refer to Detail 13. Sheet A-302C 1. Revision: Removed VF-1 Stripes from storefront interior. Sheet A-303 1. Addition: Reveal at window opening jamb. Refer to Detail 17. Sheet A-304 Clarification: Storefront mullion details. Refer to Detail 7 & 11. Clarification: Storefront base detail. Refer to Detail 5. Revision: Enlarged storefront plan per revise interior partition walls. See Detail 14. Sheet A-305 1. Revision: Signage details. Sheet A-401 Revision: Fixture codes changes and additional codes added. Refer to Fixture & Equipment Schedule and Plan. Revision: Location of Manager's Desk Fixture. SARGENTI ARCHITECTS Page 10/21/2019 I .4 448. South Hill Street, Suite 808, Los Angeles, CA 90013 S A GE NT I 0.310.437.8204 October 21, 2019 Addition: Printer shelves and printers. Refer to Plan layout adjustments and Fixture & Equipment Schedule. Sheet A-402 Clarification: Mirror shown in Elevation to align with Plan. See Detail 12. Revision: Decal Size. Refer to Detail 9 Clarification: Coffee Maker location in Elevation to align with Plan. See Detail 9. Addition: Printer shelf and printer. Refer to Detail 10. Revision: Fixture layout to align with Plan. See Detail 9. Sheet A-501 1. Revision: Wall Type "J" added to Wall Types to coordinate with Construction Plan. See Detail 17. Sheet A-502 Clarification: Speaker mounting detail. Refer to Detail 2. Clarification: Installation of Rose Display mounting brackets. See Details 9 & 19. Sheet A-503 1. Clarification: Grout joint at exterior entry door. See Detail 5. Sheet A-505 1. Clarification: Power location at column to coordinate with Power Plan. Refer to Details 2 & 6 Sheet A-506 1. Revision: Fixture details per Sephora standards update. Sheet A-507 1. Revision: Millwork per Sephora standards update. Sheet A-601 1. Revision: Stockroom hardware requirements. See Door Hardware Schedule, Group 6. 2. Clarification: Spacing for entry door pulls. Refer to Detail 2. Sheet A-602 Revision: Paint finishes - P1-3, PT-4, & PT-13. Revision: Stone joints and grout color - ST-1 and ST-3 SARGENTI ARCHITECTS Page 10/21/2019 -4 448 South Hill Street, Suite 808, Los Angeles, CA 90013 SARGENTI 0.310.437.8204 October 21, 2019 Scott De Lello Sargenti Architects sdelello@sargarch.com 310.437.8205 SARGENT! ARCHITECTS Page 10/21/2019