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Home My WebLink About2525 EL CAMINO REAL; 101; CBC2018-0080; Permit4LCity of Carlsbad Commercial Permit Print Date: 03/12/2019 Permit No: CBC2018-0080 Job Address: 2525 El Camino Real, 101 Permit Type: BLDG-Commercial Work Class: Tenant Improvement Status: Closed - Finaled Parcel No: 1563020900 Lot U: Applied: 02/09/2018 Valuation: $388,773.46 Reference U: Issued: 06/07/2018 Occupancy Group: Construction Type: Permit Finaled: U Dwelling Units: Bathrooms: Inspector: MCoII Bedrooms: Orig. Plan Check U Final Plan Check U: Inspection: 3/12/2019 11:06:24AM Project Title: Description: TEXAS DE BRAZIL: 5,661 SF RETAIL TO RESTAURANT TI // 1,118 SF DECK Applicant: Owner: AMKO CONTRACTORS INC R P1 CARLSBAD LP DAVID KANG 16520 Bake Pkwy 1114 Avenue Of The Americas, Floor 45 Irvine, CA 92618-4668 New York, NY 10036-7700 949-533-4117 214-660-5232 x215232 BUILDING PERMIT FEE ($2000+) $1,651.95 BUILDING PLAN CHECK FEE (BLDG) $1,156.36 ELECTRICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL $89.00 FIRE A-2 & A-3 Occupancies - TI $609.00 GREEN BUILDING STANDARDS PLAN CHECK & INSPECTION $170.00 MECHANICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL $55.00 PLUMBING BLDG COMMERCIAL NEW/ADDITION/REMODEL $86.00 PUBLIC FACILITIES FEES - outside CFD $13,607.07 5B1473 GREEN BUILDING STATE STANDARDS FEE $16.00 STRONG MOTION-COMMERCIAL $108.86 Total Fees: $17,549.24 , Total Payments To Date: $17,549.24 Balance Due: $0.00 Please take NOTICE that approval of your project includes the Imposition of fees, dedications, reservations, or other exactions hereafter collectively referred to as 'fees/exaction. You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. 1635 Faraday Avenue, Carlsbad, CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov ITHE FOLLOWING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE: []PLANNING EJENGINEERING DBUILDING EFIRE OHEALTH DHPZMAT!APCD Building Permit Application Plan Check No. 990mWaag Est. Value 53XWs, City of 1635 Faraday Ave., Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Cdisbad . email: building@carlsbadca.gov Plan Ck. D,Post Date ? j '7 i www.carlsbadca.gov JOB ADDRESS ç-ç f SUITE#/SPACE#/UNIT# io APN - - - CT/PROJECT # LOT # I PHASE # J #OFUNITS J #BEDROOMS # BATHROOMS TENANT BUSINESS NAME CONSTR. TYPE 0CC. GROUP A-z_ DESCRIPTION OF WORK: Include Square Feet of Affected Area(s) Coi'iUe 9'4( 11_. (k c(-41( U EXISTING USE PROPOSED USE GARAGE (SF) PMIQS (SF) )1ECKS (SF) FIREPLACE AIR CONDITIONING I FIRESPRINKLERS YE#• NoE YESNOE YESNOE APPLICANT NAME I ' RPOWNER NAME / &2v(~'j, Primary Contact &1f e °pr 4- ADDRESS 4 ADDRESS z-c2.c— ( a it, o J-'tO) st (oc, CITY STATE ZIP _____________ CITY STATE ZIP CZ-Lc L'a C4 PHONE9 4L(,7FAX PHONE FAX EMAIL EMAIL DESIGN PROFESSIONAL c CONTRACTOR BUS. NAME ADDRESS ((, c o f3a py, (CO ADDRESS III CITY STATE ZIP Jyvim CA (2 CITY STATE ZIP 1--4, PHONE ç? (/7 / FAX PHONE I 7/4- )/q-S2J 'FAX EMAIL dI,p ci EMAIL 1,3 STATE LIC. # ?170 3 /7 STATE LIC.# /(7J?O? CLASS CITY BU . LIC.# (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law (Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code) or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500)). .. ...,. .., ... . . Workers' Compensation Declaration:! hereby affirm under penalty of perju,y one of the following declarations: I have and will maintain a certificate of consent to self-Insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. I have and will maintain workers' / compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensati insr nce carrier and policy number are: Insurance Co. _c/Z .[._ _CCfrfhCr,_1j1i J iqgl 1kCtPolicy No, g / 9 f / Expiration Date . 7' -zf This section need not be completed if the permit is for one hundred dollars ($100) or less. Of eA []Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (&100,000), in addition to the cost of compensation, damages as provided for in S ion 3706 of the Labor code, interest and attorney's fees. CONTRACTOR SIGNATURE AGENT DATE 6 z.o __________________ ___ _______________________ '•'': / hereby affirm that lam exempt from Contractor's License Law for the following reason: [] I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). [] I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). 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. Dyes DNo 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 I phone I contractors' license number): I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address I phone / contractors' license number): I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone I type 0/work): ..PROPERTY OWNER SIGNATURE . []AGENT DATE caO3 (2®I DWGD) Is the applicant or future building occupant required to submit a business,4pl, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? Yes o Is the applicant or future building occupant required to obtain apermit froair pollution control district or air q lity management district? Yes No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? Yes V No IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UICIESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). Lender's Name Lender's Address .. - IcertifythatI have read the application and state thatthe above infonnration is correct and ttiatthe infonnrationonthe plans is accurate. I agree tocomplywtthall City ordinances and State laws relating to buildingconstniction. 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 ANYWAY ACCRUE AGAINST SAID CITY INCONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over 59 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 orwoik authorized by such permit is not commenced within 180 days from the date of such permitor if the building orwoik authorized by such permit is suspended or abandoned at any time after the work is commenced flora period of 180 days (Section 106.4.4 Uniform Building Code), ,.APPLICANT'S SIGNATURE DATE 2 / - f "-'- STOP: THIS SECTION NOT REQUIRED FOR BUILDING PERMIT ISSUANCE. Complete the following ONLY if a Certificate of Occupancy will be requested at final inspection. iFICATE OF OCCUPANCY (Comme rcialu Fax (760) 602-8560, Email buIdinacarIsbadCa.ov or Mail the completed form to City of Carlsbad, Building Division 1635 Faraday Avenue, Carlsbad, California 92008. CO#: (Office Use Only) CONTACT NAME OCCUPANT NAME . ADDRESS BUILDING ADDRESS CITY STATE ZIP CITY STATE ZIP Carlsbad CA PHONE FAX EMAIL OCCUPANT'S BUS. LIC. No. DELIVERY OP11ONS PICK UP: CONTACT (Listed above) OCCUPANT (Listed above) CONTRACTOR (On Pg. 1) ASSOCIATED CB# MAIL TO: CONTACT (Listed above) OCCUPANT (Listed above) CONTRACTOR (On Pg. 1) NO CHANGE IN USE/ NO CONSTRUCTION MAIL! FAX MOTHER: CHANGE OF USE/ NO CONSTRUCTION ZAPPLICANT'S SIGNATURE DATE PERMIT INSPEC9FSTORY REPORT (CBqq-9O8O) Permit Typo: BLDG-Commercial Application Date: 02/09/2018 Owner: R P1 CARLSBAD LP Work Class: Tenant Improvement Issue Date: 06/07/2018 Subdivision: CARLSBAD TCT#76-18 Status: Closed - Finaled Expiration Date: 09/03/2019 Address: 2525 El Camino Real 101 Carlsbad, CA 92008-1204 lVR Number: 9446 Scheduled Actual Date Start Date Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Partial, ok to stock and train only Yes BLDG-Building Deficiency 3/05/19, TCO granted for thirty days. See Yes card. BLDG-Plumbing Final Yes BLDG-Mechanical Final Yes BLDG-Structural Final Yes BLDG-Electrical Final Yes 03/12/2019 03/12/2019 BLDG-Final 085836-2019 Passed Michael Collins Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency Partial, ok to stock and train only Yes BLDG-Building Deficiency 3/05/19, TCO granted for thirty days. See Yes card. BLDG-Building Deficiency Final inspection Yes BLDG-Plumbing Final Yes BLDG-Plumbing Final Minimum 24 inch front of water closet Yes dimension ok at Men's restroom. BLDG-Mechanical Final Yes BLDG-Mechanical Final Yes BLDG-Structural Final Yes BLDG-Electrical Final Yes BLDG-Electrical Final GFCI protection throughout ok. Yes Complete March 12, 2019 Page 4of4 Permit Typo: BLDG-Commercial Application Date: 02/09/2018 Owner: R P I CARLSBAD LP Work Class: Tenant Improvement Issue Date: 06/07/2018 Subdivision: CARLSBAD TCT#76-18 Status: Closed - Finaled Expiration Date: 09/03/2019 Address: 2525 El Camino Real , 101 Carlsbad, CA 92008-1204 IVR Number: 9446 Scheduled Actual Inspection Type Inspection No. Inspection Status Primary -Inspector Reinspection Complete Date Start Date BLDG-85 T-Bar, 075320-2018 Failed Michael Collins Reinspection Complete Ceiling Grids, Overhead Checklist Item COMMENTS Passed BLDG-Building Deficiency Not ready No BLDG-Building Deficiency Not ready No BLDG-Building Deficiency Not ready No 01/02/2019 01/02/2019 BLDG-14 080303-2019 Failed Michael Collins Reinspection Complete Frame/Steel/Bolting! Welding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency Not ready No BLDG-Building Deficiency Patio structure, need deputy inspection No report for welding. Need revised knee - bracing detail, S0212 01/04/2019 01/04/2019 BLDG-23 080438-2019 Passed Michael Collins Complete Gas/Test/Repairs Checklist Item COMMENTS Passed BLDG-Building Deficiency GMR emailed to SDGE Yes 01108/2019 01/08/2019 BLDG-14 080707.2019 Cancelled Michael Collins Reinspection Complete Frame/Steel/Bolting! Welding (Decks) Checklist Item COMMENTS Passed - BLDG-Building Deficiency Not ready No BLDG-Building Deficiency Patio structure, need deputy inspection No report for welding. Need revised knee bracing detail, S02!2 BLDG-Building Deficiency 1/08/19, wrong permit called in. No 02/27/2019 02/27/2019 BLDG-Fire Final 084001-2019 Passed Cindy Wong Complete Checklist Item COMMENTS Passed FIRE- Building Final Yes 02/28/2019 02/28/2019 BLDG-Final 084878-2019 Partial Pass Michael Collins Reinspection Incomplete Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency Partial, ok to stock and train only Yes BLDG-Plumbing Final Yes BLDG-Mechanical Final - Yes BLDG-Structural Final - Yes BLDG-Electrical Final Yes 03/05/2019 03/05/2019 BLDG-Final 085066-2019 Partial Pass Michael Collins Reinspection Incomplete Inspection March 12, 2019 Page 3of4 Permit Type: BLDG-Commercial Application Date: 02/09/2018 Owner: R P I CARLSBAD LP Work Class: Tenant Improvement Issue Date: 06/07/2018 Subdivision: CARLSBAD TCT#76-18 Status: Closed - Finaled Expiration Date: 09/03/2019 Address: 2525 El Camino Real 101 Carlsbad, CA 92008-1204 IVR Number: 9446 Scheduled Actual Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Date Start Date Checklist Item COMMENTS Passed BLDG-Building Deficiency Kitchen, cookline HVAC duct sealing Yes BLDG-85 T-Bar, 073673-2018 Failed Michael Collins Reinspection Ceiling Grids, Overhead Checklist Item COMMENTS Passed BLDG-Building Deficiency Not ready No 10/23/2018 10/23/2018 BLDG-44 073915-2018 Passed Michael Collins Rough/Ducts/Dampe rs Checklist Item COMMENTS Passed BLDG-Building Deficiency Kitchen, cookllne HVAC duct sealing Yes BLDG-Building Deficiency Hood grease duct smoke test , Yes 10/25/2018 10/25/2018 BLDG-44 074116-2018 Failed Michael Collins Reinspection Rough/Ducts/Dampe rs Checklist Item COMMENTS Passed BLDG-Building Deficiency Not ready No 11/01/2018 11/01/2018 BLDG-23 074770-2018 Passed Michael Collins Gas/Test/Repairs Checklist Item COMMENTS Passed BLDG-Building Deficiency GMR emailed to SDGE Yes BLDG-85 T-Bar, 074769-2018 Failed Michael Collins Reinspection Ceiling Grids, Overhead Checklist Item COMMENTS Passed Complete Complete Complete Complete Complete BLDG-Building Deficiency Not ready No BLDG-Building Deficiency Not ready No 11/02/2018 11/02/2018 BLDG-17 Interior 075031-2018 Partial Pass Paul Burnette Reinspection Incomplete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Walls only Yes 11/06/2018 11/06/2018 BLDG-44 075396-2018 Partial Pass Michael Collins Reinspection Incomplete Rough/Ducts/Dampe rs Checklist Item COMMENTS Passed BLDG-Building Deficiency Completion of grease duct wrap and Yes Kitchen/Restroom duct insulation BLDG-Building Deficiency Not ready No March 12, 2019 Page 2 of 4 Permit Type: BLDG-Commercial Application Date: 02/09/2018 Owner: R P I CARLSBAD LP Work Class: Tenant Improvement Issue Date: 06/07/2018 Subdivision: CARLSBAD TCT#76-18 Status: Closed - Finaled Expiration Date: 09/03/2019 Address: 2525 El Camino Real 101 Carlsbad, CA 92008-1204 IVR Number: 9446 Scheduled Actual Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Date Start Date 07/11/2018 07/11/2018 BLDG-21 063692-2018 Passed Michael Collins Complete Underground/Underf loor Plumbing Checklist Item COMMENTS Passed BLDG-Building Deficiency Grease & sanitary waste to POC Yes 07/19/2018 07/19/2018 BLDG-l1 064460.2018 Failed Michael Collins Reinspection Foundation/Ftg/Pier $ (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency See card No 08/01/2018 08/01/2018 BLDG-lI 065608.2018 Failed Michael Collins Reinspection Foundation/Ftg/Pier s (Rebar) Checklist Item COMMENTS Passed Complete Complete BLDG-Building Deficiency See card BLDG-Building Deficiency Not ready BLDG-14 065633-2018 Failed Frame/Steel/Bolting/ Welding (Decks) Checklist Item COMMENTS Michael Collins No No Reinspection Complete Passed BLDG-Building Deficiency Not ready No 08/22/2018 08/22/2018 BLDG-84 Rough 067943-2018 Partial Pass Michael Collins Reinspection Incomplete Combo(14,24,34,44) Checklist Item COMMENTS Passed BLDG-Building Deficiency Walls only Yes BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical . Yes 09/05/2018 09/05/2018 BLDG-17 Interior 069076-2018 Partial Pass Michael Collins Reinspection Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Walls only Yes 09/20/2018 09/20/2018 BLDG-44 070570-2018 Failed Paul Burnette Reinspection Rough/Ducts/Dampe rs Checklist Item COMMENTS Passed Incomplete Complete BLDG-Building Deficiency No 10/22/2018 10/22/2018 BLDG-44 073672.2018 Partial Pass Michael Collins Reinspection Incomplete Rough/Ducts/Dampe rs March 12, 2019 Page 1 of 4 0 - 0 ('h,4?PiCgWIj4saOceanide•CAs92o54 iy •Fax (760 453-2144 NARBETH STRUCTURAL INSPECTION' ]JOB No- DEC 019 2018 ®jTE: er Authozed 0 4] ACI ICBO 0 Special Inspector 0 REINFORCED CONCRETE SPFy-AppuEo PREPROORNG 0PRSmSTRESSEDCONCRETE REINFORCED GYPSUM 0m ER V 0 REINFORCED MASONRY 0 DEEP FOUNDATION / JOB ADDRESS 0 2. 5'L EL (i,ii) /I, 3UILDING PERMIT NUMBER ' AlPLAN (1/ Fl LE NUMBER ' OWN ORPROJECTNAME. 710*5 'a r 0 -A.'OuRnF 16 / 0 .CONSTR. MATL(TYPE, GRADE, ETC.) @IDESIGN STRENM ®l SOURCE OF MFGR. ® ENGINEER C 0 DESCRIBE MarL MIX DESIGN, RE-BAR GRADE &MFGR. WELD-ROD, ETC.) ,3ENERAIi C1TACrnn 0 (3) 00 0 ~iP cXr*IVbOO242 - DOING REPORTED WORK 0 0/; 00 LAB. RECEIVING &TES11NG CONSTR. MAVL SAMPLES 0 INSPEC Tim 0 DATE ARRIVAL TIME DEPARTURE TIME DETAILED 0 LOCATION OF WORK INSPECTED, TEST SAMPLES TAKEN, WORK REJECTED, JOB PROBLEMS, PROGRESS, REMARKS, ETC. REPORT0 INCLUDES INFORMATION ABOUT-AMOUNTS OF MATERIAL PLACED OR WORK PREPORMED, NUMBER, TYPE& IDEWI NO'S OF WORK INSPECTED TEST SAMPLES TAKEN, STRUCT, CONNECTIONS WELDS MADE, ItT. BOLTS TORQUED) CHEdIUID, ETC. - 12i4 4/At ,ç gp- 6z 0 Fzlarli /2/2,41/eL 7 0 ___ 0 0 0 • 0 __ ___ /4 /-jL14#, 7j7) 0 00 0 t,4/W2 Fr . D $ir, 5JF&y ii'Zi (e) say, ø- vi cr; 7 L r FL1 Fr,A41 ,./f,7 0 0 0 60 0 ii.c-ici) It /. 0 1 01 THIS REPORT DOES NOTREUEVE THE CONTRACTOR OF HIS RESPONSIBILIVr-TO BUILD PER THE PLANS, SPECIFICATIONS AND ALL APPLICABLE CODES. • 0 TONE BEST OF MY KNOWLEDGE, WORK INSPECTED WAS IN ACCORDANCE INSPECTOR (pRIicR T7) Al) 41 WITH THE SOIL INVESTIGATION RECOMM84DAflONS, THE APPROVED PLANS, • -• ____ 0 0 • SPECIFICATIONS, AND APPLICABLE SECTIONS OF THE U.B.C. BUILDING CODE, SINATURE - : • UNLESS OTHERWISE NOTED. 0 .:DATE SIGNED 4 J ,4 CERTIFICATE NO. 0 •• • WHITE:NSI CANARY -Contractor PINK 'Building Official 0 - -- ,•.. Tm%pAq CHURRASCARIA 40 SEARHQUSR The Shops@ Carlsbad California 3/8 x 3" x 4* TALL GUSSET ANGLES, 4 SIDES TYP. 4 3/4"0 X 16 ANCHOR BOLTS 1 PROVIDE 4 PROJECTION (TYP) NOT TO SCALE NEW BAS 4 STEEL PIPE BASE PLATE @ EXISTING CONC. -( No. 39212 '\ Exp Lz *!. PARTIAL PATIO PLAN PILDER: AZURE CONSTRUCTION PLAN: TEXAS DE BRAZIL IDITION: ELD JOB NO: DIFI8—I075 IDRESS: TEXAS DE BRAZIL DRAWN BY: JSB IT: BLOCK: CHECKED BY: ELD lY: CARLSBAD. CA FOUNDATION PLAN FFom*y, IS ENGINEERING, INC. ENGINEERED FOR n Street 0 75126AZURE 2 Fox 972/564-6523CONSTRUCTION avi.Oeld.ngineering.com NOTE: USE SIMPSON RSETXP EPDXY -4---- I I ADHESIVE* TO SET ANCHOR BOLTS . 6 6 U:' C F m OP C) ci C. z :ç . EXISTING - CONCRETE T%5400L CURRA$CRIA TKMCU8 The Shops . Carlsbad California BACKFiLL DRILL AND SE w/--/ SECTION 8 EPDXY #5 DEFORMED NOT TO SCALE DOWELS 0 12' O.C. TOP & BOTTOM 3/8' x 3' x 4' TALL GUSSEI.ANGLES, 4 SIDES IT?. BASEPLATE r 4 3/4*0 X 16' ANCHOR BOLTS: / PROVIDE 4' PROJECTION (1W.), I ... EXISTING CONCRETE b' •.. b' 4' STEEL PIPE BASE PLATE ON NEW CONCRETE NOT TO SCALE P. No. 39212 Exp [IA ( .'t*1 / BASEPLATE(IYP) / J 3/8' x 3' x 4' TALL GUSSEI ANGLES, 4 SIDES 1W. 43/4'ø X' 16' ANCHOR BOLTS. 14 BARS 5'-0' LONG PROVIDE 4' PROJECTION (IT?.) 0 6' O.C. ANCHOR BOLTS TO BE CAST IN PLACE /j EW FOOTINGS - —NEW FOOTINGS PARTIAL PATIO PLAN - `—NEV ONCRETE SLAB SECTION NOT TO SCALE UILDER: AZURE CONSTRUCTION 'LAN: TEXAS DE BRAZIL omoIl: ELD JOB NO: D1F18-1075 DDRESS: TEXAS DE BRAZIL DRAWN BY: JSB )T: BLOCK: CHECKED BY: ELD PTY: CARLSBAD. CA FOUNDATION PLAN FF'omey. IS ENGINEERING, INC. ENGINEERED F0R Eastin Street 75126 AZURE 2 Fax 972/564-6523 CONSTRUCTION avia.ldsnginserfng.com DFR #: TEXAS DE BRAZIL DER Soil Density Tests - Nov 15, 2018 KLF Prolect#: 20172781.001 A ( KLE/NFEL Bright People. Right Solutions. by Will Woltman ICC SOILS SPECIAL INSPECTOR #8897104 for The Shoppes at CarIsbac,e btarIsbad Soil Density Test Data Sheet ULL 19 zold vecol , deft 11V COY' BUILDING DIVISION..., General Location: PROPOSED HARDSCAPE @ ENTRANCE TO TEXAS DE BRAZIL. Test Type: Nuclear Gauge Gauge Serial No.: 20283 Gauge Make/Model: Troxier / 3440 Date of Std./Adj.: 11/15/18 Date of Calibration: 12/19/2017 Density Std. Count: 1695 Moisture Std. Count: 778 *Denotes a test outside of specifications Test Info Proctor Data I Specs I Results ev./Depth I I Lab Max. Opt. I Water Specified I ISpecified Specified Water Dry Unit I Relative Test #7 Deh FSG Proctor Density Content axelow Mm. Comp. I Mm. Water Water Content Weight Compaction 17-SAN- l2in Oft 00348 117.0pcf 8.5% 90% 8.5% 8.5% *7% 111.6pcf 95.4% 20181115- REV. 0 WW-11 Location: FINISH SUBGRADE 2 PROPOSED HARDSCAPE OF ENTRANCE TO TEXAS DE BRAZIL; N/A Visual Description! Remarks: YELLOWISH BROWN SILTY SAND N/A 17-SAN- l2in Oft 00348 117.opcf 8.5% 90% 8.5% 8.5% *4.6% 108.5pcf 92.7% 20181115- REV.O WW-2 Location: FINISH SUBGRADE @ PROPOSED HARDSCAPE OF TEXAS DE BRAZIL ENTRANCE; N/A Visual Description! Remarks: YELLOWISH BROWN SILTY SAND N/A Page S-i of S-i DFR #: TEXAS DE BRAZIL DER Daily Field Report - Nov 15, 2018 KLFProject#:20172781.001A KLEINFEL Bright People. Right Solutions, by Will Woitman ICC SOILS SPECIAL INSPECTOR #8897104 for The ShOPP b . co P . Client: Rouse Properties, Inc. 72°F, Clear Contractor: DEACON CONSTRUCTION,LLC. City of CarIsbstart: 02:00 PM Time Stop: 03:00 PM Equipment: N/A Traveled 1.5 hrs60mi. Types of Tests/Observations Performed: BU1LDIN( flIiioi,-,Report itenis Documents Referenced: PROJECT CONSTRUCTION DRAWINGS Observations/Remarks: ARIVED ON SITE PER SCHEDULE OF DEACON CONSTRUCTION. OBSERVED / TESTED PREVIOUSLY PREPARED FINISH SUBGRADE (FSG), OF PROPOSED HARDSCAPE @ ENTRANCE TO TEXAS DE BRAZIL. (SEE PHOTO). FSG WAS EVALUATED WITH A 1/2" DIA. STEEL HAND PROBE, AND NOTED AS FIRM, DENSE, AND STABLE. IN PLACE NUCLEAR DENSITY TESTS INDICATED 90% OR GREATER, RELATIVE COMPACTION © AREA OF TESTS. I SPOKE WITH EARL BELL (DEACON), AND SUGGESTED MAINTAINING THE MOISTURE OF THE FINISH SUBGRADE UNTILL THE HARDSCAPE IS PLACED, TO AVOID THE POSSIBILITY OF SURFACE SOILS BEING DISTURBED AND NEEDING TO BE RE-WORKED. COMPLETED FIELD REPORT AND EMAILS @ OFFICE. +1 .OHR. Acknowledged By Signature Kleinfelder Representative Signature DEACON CONSTRUCTION,LLC. Will Woltman ICC SOILS SPECIAL INSPECTOR #8897104 Representing Company Company Name Kleinfelder Representative Print Name 73445 Kleinfelder San Diego - Copley 5761 Copley Drive San Diego, CA 92111 Page 1 of 2 cCjY of SPECIAL INSPECTION Development Services Building Division Carlsbad AGREEMENTR ECE! VED 1635 Faraday Avenue 760-602-2719 B-45 JUN 0 7 2018 www.carlsbadca.gov - I L#i LAN! r' In accordance with Chapter 17 of the California Building Code the fopngjpstbe completea when work being performed requires special inspection, structural observation and construction material esiinQ/ VISION Project/Permit: if 13C?-O/,P eo Project Address:_2Y2-c / (am/ha I-e4/1 5pz /o( THIS SECTION MUST BE COMPLETED BY THE PROPERTY OWNER/AUTHORIZED AGENT. Please check if you are Owner-Builder U. (If you checked as owner-builder you must also complete Section B of this agreement.) Name: (Please (First) (Last) Mailing Email Phone: - S?3— I am: UProperty Owner UProperty Owner's Agent of Record UArchitect of Record ,'Engineer of Record State of California Renistration Nijmher /'1 Fyniration rat Q/30 /( AGREEMENT: I, the undersigned, declare under penalty of perjury under the laws of the State of California, that I have read, understand, acknowledge and promise to comply with the City of Carlsbad requirements for special inspections, structural observations, construction materials testing and off-site fabrication of building components, as prescribed in the statement of special inspections noted on the approved plans and, as required by the California Building Code. Signature: Date: 1~ I CONTRACTOR'S STATEMENT OF RESPONSIBILITY (07 CBC, Ch 17, Section 1706). This section must be completed by the contractor I builder I owner-builder. Contractor's Company Name:,A71 9'''" Please check if you are Owner-Builder 13 Name: (Please print) 15!1i 1Jc (First) (Ml.) (Last) Mailing Address: 1160 /J. /<f/oI ("kde-1 14khe,,t / (A 7z RQ / Email: Phone: 4II--''/9_c3c State of California Contractor's License Number: _/_L'3_?301 Expiration Date: __________ I acknowledge and, am aware, of special requirements contained in the statement of special inspections noted on the approved plans; I acknowledge that control will be exercised to obtain conformance with the construction doôuments approved by the building official; I will have in-place procedures for exercising control within our (the contractor's) organization, for the method and frequency of reporting and the distribution of the reports; and I certify that I will have a qualified person within our (the contractor's) organization to exercise such control. I will provide a final report / letter in compliance with CBC Section 1704.1.2 orior to reauestina final inspection. 97 Date: B-45 Page 1 of 1 Rev. 08/11 Es /0Gi C. I DATE: February 13, 2018 U,APPLICANT JURIS. JURISDICTION: Carlsbad PLAN CHECK #.: CBC2018-0080 SET: I PROJECT ADDRESS: 2525 El Camino Real, #101 SUBJECT: Suspension of Plan Review Process Tt4 'b TcXid. A plan review of the above referenced project cannot be commenced at this time, for the following reason(s): The designer has requested that the plan review be delayed pending submittal of complete or revised plans. Esgil has determined that the plans submitted are not sufficiently complete to allow making a complete plan review. To allow the plan review to commence, the following item(s) must be addressed: Provide a soils investigation/geologic report. Provide structural calculations. Provide energy calculations. [] Provide legible plans. Provide complete architectural plans and details. Provide complete structural plans and details. Provide complete plumbing, mechanical and/or electrical plans. Esgil staff has made the applicant contact person aware of the need to provide the described item(s) in order to allow a complete plan review to commence. A copy of this communication will also be provided to the applicant contact person. Person contacted: David Kang 9ate contacted: 2/13/18 (by:t) email: DKangcdiENG.com REMARKS: By: Kurt Culver, S.E. EsGil 2/12/18 el hone: 949-533-4117 Enclosures: PCSuspnd.dot 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 EsGil A SAFEbutt Company DATE: MAR. 12, 2018 IJ APPLICANT JURIS. JURISDICTION: CARLSBAD e19 PLAN CHECK #.: CBC2018-0080 SET: I PROJECT ADDRESS: 2525 EL CAMINO REAL PROJECT NAME: TEXAS de BRAZIL - T.I. & ADDITION The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. The plans transmitted herewith will substantially comply with the jurisdiction's 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. 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: DAVID KANG Telephone #: 949-533-4117 Date contactedI !(k -3 Email: dkanq(cdienq.com ail Telephone Fax In Person REMARKS: By: ALl SADRE, S.E. Enclosures: EsGil 2/12 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 CARLSBAD CBC20 18-0080 MAR. 12, 2018 GENERAL PLAN CORRECTION LIST JURISDICTION: CARLSBAD PLAN CHECK #.: CBC2018-0080 PROJECT ADDRESS: 2525 EL CAMINO REAL OCCUPANCY = A2; CONST. = Il-B; STORIES = TWO; SPRINK. = YES; HEIGHT = NO CHANGE; AREA = 5,661; INCLUDING WAITING AREA ADD = 246; PATIO = 1,118; DATE PLAN RECEIVED BY DATE REVIEW COMPLETED: ESGIL: 2/12 MAR. 12, 2018 REVIEWED BY: ALl SADRE, S.E. FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. The approval of the plans does not permit the violation of any state, county or city law. GENERAL Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil and the Carlsbad Planning, Engineering and Fire Departments. Bring TWO corrected set of plans and calculations/reports to EsGil, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil is complete. 2. To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. CARLSBAD CBC2018-0080 MAR. 129 2018 3. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located on the plans. Have changes been made not resulting from this list? U Yes U No . PLANS 4. Please note the scope of work on Sheet Al, to include the T.I. and the addition of the waiting area = 246-s.f. 5. Please update the Sheet Index to include GN, Sl and SD1, as per the Structural package, on the cover sheet of the plans. 6. Please revise the Type of Construction to Il-B for the Mall, instead of SI-B, on Sheet Al. 7. Please remove all ref., on plans, to 2x wood framed walls. I.e., keynote #2, on Sht. A2, for the storefront; 2x walls, rafters, beams, on Sec. A/A7, etc. Sec. 603. 8. Please label doors 101 & 102 on the floor plans, to match the door schedule on Sheet A8. [Both double doors are currently referenced to keynote #1, which call- out door 101]. 9. Please clarify door 106 (restroom door) called out for the mall entry on A2 & A8. 10. Please provide notes on the plans to show the suspended ceilings in Seismic Design Categories D, E & F comply with ASCE 7-10 Sec. 13.5.6.2.2 as follows: All ceilings shall use a Heavy Duty T-bar grid system. I.e., add to details on A5. The width of the perimeter supporting closure angle shall be not less than 2 inches. C) In each orthogonal horizontal direction, one end of the ceiling grid shall be attached to the closure angle. The other end in each horizontal direction shall have a %" clearance from the wall and shall rest upon and be free to slide on a closure angle or a listed assembly. Ceiling areas over 1,000 ft.2 must have horizontal restraint wires (typically restraint would consist of four 12 gauge wires splayed 90° to each other and sloped 450 to the horizontal, spaced 12" o.c.). Ceiling areas over 2500 ft.2 must have seismic separation joints or full height partitions. Ceilings without rigid bracing must have 2" oversize trim rings for sprinklers and other ceiling penetrations. 11. The Storefront "A" & "B", as noted on Sheet A2, do not match what is shown on Sheet A8. [The dimensions are off, the existing concrete column is missing, the glazing layouts do not match, and the door locations don't jive]. 12. Please show construction details and references on plans for the canopy, as per keynote #29, on Sheet A2. 13. Please identify all the new interior partitions on the floor plans and reference them to the details on Sheet A5, etc. CARLSBAD CBC2018-0080 MAR. 12, 2018 14. Please provide connection details & ref. on plans, for the railing, on Sht. A7. 15. Please show panic hardware for the entry door to the mall, on gridline A. Sec. 1010.1.10 & 1010.2. 16. Please clarify Sheet A9, as referenced on keynote #1, on Sht. A2, for storefront. 17. Please note on plans that all existing facilities including path of travel, sanitary facilities, etc., are HC complying, subject to field verification. 18. Please see attached for the list of HG provisions to be reflected on the plans. 19. Please show 36" wide counter space, for HG seating, at the bar on Sht. A3, item D2. Sec. 11B-904.4.1. STRUCTURAL 20. S132, as per calc's., is W10x3O, versus WI 0x26, as shown on Sht. S-I. 21. Wood framing is not permitted in Type Il-B Construction, for the mall. Please remove all references, on structural plans to wood framed walls, plywood SW's, 2x rafters, plywood roof sheathing, etc., as per Sheets S-I & SD-I. Sec. 603. 22. The City Policy requires that their Special Inspection Agreement Form be completed for this project. This Form is available at the Building Department. 23. The plans shall indicate that special inspection will be provided for the following work. (Section 107.2): Steel construction. Special inspections for steel elements should be provided in accordance with Section 1705.2. Welding. Welding inspection should be provided in accordance with Section 1705.2. C) High-strength bolts. Periodic inspection should be provided for installation of high- strength bolts in accordance with AISC specifications. Section 1705.2 Epoxy Anchors. Periodic special inspection should be provided for anchors installed in hardened concrete. Section 1705.3. Pier foundation. Special inspection should be provided for pier foundations in accordance with Section 1705.8. 24. Please specify min concrete F'c = 3,000-psi, versus 2,500-psi, as noted on Sht. GN. Table 1808.8.1. MISCELLANEOUS 25. Please see attached for the HG, Green Building Code Notes & P/M/E items. 26. The jurisdiction has contracted with EsGil, located at 9320 Chesapeake Dr., #208, S.D., CA 92123; Tel: 8581560-1468, to perform the plan review for your project. If you have any questions regarding these items, please contact ALl SADRE, S.E. at EsGil. Thank you. CARLSBAD CBC2018-0080 MAR. 12, 2018 DISABLED ACCESS REVIEW LIST DEPARTMENT OF STATE ARCHITECT - TITLE 24 The following disabled access items are taken from the 2016 CA Building Code, Title 24. Per Sec. 1.9.1, all publicly & privately funded public accommodations and commercial facilities shall be accessible to persons with disabilities. Indicate where each item is addressed on the plans: DOORS 1. Note that all hand-activated door opening hardware meets the following requirements, Section 11 B-404.2.7: Latching, or locking, doors in a path of travel are operated with a single effort by lever type hardware, by panic bars, push-pull activating bars, or other hardware designed to provide passage without requiring the ability to grasp the opening hardware. Complete the notes under Hardware on A8. Is to be centered ~34" but :544" above floor. 2. Note that the maximum effort to operate doors shall not exceed 5 pounds, with such pull or push effort being applied at right angles to hinged doors. Sec. 11 B-404.2.9. 3. Show or note that the lower 10" of all doors comply with Sec. 11 B-404.2.1 0, as follows: To be smooth and uninterrupted, to allow the door to be opened by a wheelchair footrest, without creating a trap or hazardous condition. Narrow frame doors may use a 10" high smooth panel on the push side of the door. Dimension on storefronts A & B on Sht. A8. 4. Show that the mm. strike edge distances are provided at the level area on the side to which a door swings, Sec. 11 B-404.2.4: a) ~:18" at interior conditions. Dimension 18" for entry door, on gridline "A". ShL A2. CONTROLS AND OPERATING MECHANISMS 5. Note on plans that controls and operating mechanisms shall comply with the requirements of Section 11 B-309. 6. The highest and lowest operable parts of all controls, dispensers, receptacles and other operable equipment shall be placed within 48' of the floor but not lower than 15" for forward approach (or within 54" but not lower than 9" if side approached). Electrical & communication system receptacles on walls shall be mounted no less than 15" above the floor. Sec. 11 B-308. SIGNAGE 7. Provide a note on the plans stating that the signage requirements of Sections 11 B-216 and 11 B-703 will be satisfied. RESTROOM FIXTURES AND ACCESSORIES 8. Show, or note, on the plans that the accessible water closets meet the following requirements, per Sections 11 B-604.4 and 11 B-604.6: Dimension the following on Sheet A9: The seat is to be >17" but :519" in height. The controls for flush valves shall be: 44" above the floor. 9. Show, or note, on the plans that accessible urinals meet the following requirements, per Section 11 B-605: The rim of at least one urinal shall: Show compliance, for the urinals, on the plans: Project at least 131/2 "from the wall. The control mechanism is to be located 44" above the floor. C) ~30" x 48" clear floor space is provided in front of the accessible urinal. 36"x48" clear floor space when the urinal is located in an alcove that exceeds 24" in depth, per section 11 B-305.7-1. CARLSBAD CBC2018-0080 MAR. 12, 2018 10. Show that grab bars comply with the following, per Sec. 11 B-604.5 & 11 B-609: The diameter of the grab bar gripping surface is ~!1¼" but S2". Add to detail 4/A9. If mounted adjacent to a wall, the space between the wall and the grab bar shall be 11/2'. 11. Per Section 11 B-603.5, show on the plans _<40" height for: a) The operable parts of at least one: Paper towel dispenser Sanitary napkin dispenser Waste paper disposal! Similar fixtures. b) The bottom edge of mirrors. MULTIPLE ACCOMMODATION SANITARY FACILITIES 12. Show, or note, per Section 11 B-604.8.1.2, that the doors to the accessible water closet compartment will be equipped with a self closing device with:on Ag, show how this is accomplished for the restrooms. Update Sheets A2, A3, etc., accordingly. a) ~34" clear opening width when located at the side of the compartment. Change 26" doors, as shown. 13. Doors shall not swing into the clear floor space required for any fixture in the toilet facility. Sec. 11 B-603.2.3. 14. Show that at least one water closet fixture, located in a compartment, shall provide the following, Sec. 11 B-604: The compartment shall be a mm. of 60" wide. Also, there shall be provided a clearance of at least 59" in front of the water closet for floor-mounted water closet (56" for wall-mounted water closets). For water closet compartments having e-opening doors, compliance with the following must be shown on plans. The door shall be in the partition farthest from the water closet and shall be 4" max from the front partition. [Need mm. 92" clear, plans show 88"]. Also reflect the concrete column in women's room on A9: Dimension the followings on Sheet A9. What is shown is not complying: 1.422 in-sbging J6O Milt 1524 ,'—when door min /.. sWings in toswh7g OVOT hatched po,tbn of maneuvering space FIGURE 119-604.8.1.1.2 MANEUVERING SPACE WITH SIDE-OPENING DOOR CARLSBAD CBC2018-0080 MAR. 12, 2018 NON-RESIDENTIAL GREEN BUILDING STANDARDS (Additions and Alterations) The California Building Standards Commission (BSC) has adopted the Green Building Standards Code and must be enforced by the local building official. The Green Building Standards apply to nonresidential additions or tenant improvements throughout California. These standards apply to nonresidential alterations (tenant improvements) with a value of $200,000 or more. CGC Section 301.3. Provide a sheet on the plans labeled "Green Building Code Requirements" and include the following notes as applicable. Recycling. Note on the plans that a minimum of 65% of construction waste is to be recycled and/or salvaged. CGC 5.408.1. Documentation shall be provided to the enforcing agency which demonstrates compliance. CGC Section 5.408.1.4. Recycling. Note on plans that an identified, readily accessible area shall be provided that serves the entire building for collecting recycling, such as paper, cardboard, glass, plastics, metals, etc. CGC Sec. 5.410.1. Documentation. Note on the plans that a building "Systems Manual" as listed in CGC Section 5.410.2.5 shall be delivered to the building owner or representative and the facilities operator. Further, note on the plans that the "Systems Manual" shall contain the required features listed in CGC Section 5.410.2.5.1. Pollutant control. Note on the plans that during construction, ends of duct openings are to be sealed, and mechanical equipment is to be covered. CGC 5.504.3. Pollutant control. Note on the plans that VOC's must comply with the limitations listed in Section 5.504.4 and Tables 4.504.1, 5.504.4.1 5.504.4.2, 5.504.4.3 and 5.504.4.5 for: Adhesives, Sealants, Paints and Coatings, Carpet and Composition Wood Products. CGC 5.504.4. Pollutant control. Note on the plans that mechanically ventilated buildings shall provide regularly occupied areas with air filtration media for outside and return air that provides at least a Minimum Efficiency Reporting Value (MERV) of 8. MERV 8 filters shall be installed prior to occupancy. CGC Section 5.504.5.3. Pollutant control. Note on the plans that where outdoor areas are provided for smoking, such areas are prohibited within 25' of building entries, windows and outdoor air intakes. Signage shall be posted to inform occupants of the prohibitions. CGC Section 5.504.7. Environmental comfort. Note on the plans that wall and floor assemblies separating tenant spaces (and tenant spaces from public spaces) shall have an STC of at least 40. CGC Section 5.507.4.3. Water reduction. Show on the plans the following maximum fixture flow rates from the table below. Revise general notes, plumbing plans, etc. to match. CGC 5.303. MAXIMUM FIXTURE FLOW RATES FIXTURE TYPE MAXIMUM FLOW RATE Water closets 1.28 gallons/flush Urinals (wall mounted) 0.125 gallons/flush Urinals (floor mounted) 0.5 gallons/flush Lavatory faucets-nonresidential 0.5 gpm @60 psi Kitchen faucets 1.8 gpm @ 60 psi Metering faucets 0.2 gallons/cycle Note on the plans that prior to final inspection the licensed contractor, architect or engineer in responsible charge of the overall construction must provide to the building department official written verification that all applicable provisions from the Green Building Standards Code have been implemented as part of the construction. CGC 102.3. CARLSBAD CBC2018-0080 MAR. 12, 2018 PLUMBING AND MECHANICAL CORRECTIONS JURISDICTION: Carlsbad DATE: 3/8/2018 PLAN REVIEW NUMBER: CBC2018-0080 SET: I PLAN REVIEWER: Glen Adamek GENERAL AND ARCHITECTURAL PIMIE ITEMS The final set of corrected drawings to be reviewed for signing and sealing just before the permits are to be issued. Each sheet of the plans must be signed by the person responsible for their preparation, even though there are no structural changes, before the permits are issued. Business and Professions Code. The City Building Official to review evidence of Health Department approval for proposed restaurant. Please provide the floor plans of the tenant spaces above this Ti. restaurant, showing all the required duct shafts for kitchen hoods, water heater flues, and HVAC systems up through the upper floor level to the roof. Please provide section detail and plans for the support of the two 60-gallon gas fired water heaters above the ceiling. Also, show the upper floor water heater room for the proposed two water heaters in the space above this tenant space. This is a TI in and existing Mall Building. Please address any existing and/or changes for any smoke control systems. Detail the location of the required roof access ladder and hatch to provide the required access to new roof mounted mechanical equipment, as per CMC, Section 304.3. Please correct the drawings to show the required 42 inches tall "Guards" (guard rails) as per CBC, Sections 1015.6 & 1015.7: Where appliances, equipment, fans, roof hatch openings or other components that require service are located within 10 feet of a roof edge or open side of a walking surface. Please provide complete floor plans for the Patio Dinning Area showing exiting from the patio area and the patio seating layout. Please provide construction plans and calculations for the proposed Walk-In Boxes for the Meat Cooler #124, Freezer #125, and Veggie Cooler #126. Or provide listing data and installation instruction for any Pre-Fab Boxes. PLUMBING (2016 CA PLUMBING CODE) Provide calculations to show compliance with CPC Table 422.1 "Minimum Plumbing Facilities" and occupant load CPC Chapter 4 Table "A". Please include the occupancy classification and the number of occupants. CARLSBAD CBC2018-0080 MAR. 129 2018 ii. Provide complete drain, waste and vent riser or isometric plans, clearly showing what is existing to remain and what is new and what is existing to be relocated. Please provide the make, model, and types of plumbing fixtures to be installed. Please provide section detail and plans for the support of the two 60-gallon gas fired water heaters above the ceiling of the Mechanical room #11 8/Service Entry #126. Detail access, headroom, and floor system to support the two 60-gallon gas fired water heaters and the service area required for the water heaters. Please correct the water and the drainage fixture units used the water and the sewer loading calculations on sheet P-i. Note, use the assembly columns of CPC, Table 702.1 for sewer and CPC, Table Al 03.1 for water. Also, review the fixture units for the floor sinks that receive indirect waste to be not less than the total drainage fixture units being indirected into each floor sink. Please show the total water demand for all the tenant spaces being served by the 3" public water meter. Then correct the water pressure loss for the 3" public water meter for the total water demand. Please provide the riser or isometric water line plans from the public water meter to the most distant fixture being served by the 3" public water meter. Correct the water line sizing calculations to show compliance with CPC, Section 610.12: 610.12.1 Copper Tube Systems. Maximum velocities in copper and copper alloy tube and fitting systems shall be limited to a maximum of eight (8) feet per second in cold water and five (5) feet per second in hot water. 610.12.2 Tubing Systems Using Copper Alloy Fittings. Maximum velocities through copper alloy fittings in tubing other than copper shall be limited to a maximum of eight (8) feet per second in cold water and five (5) feet per second in hot water. Provide complete drain, waste and vent riser or isometric plans, clearly showing what is existing to remain and what is new and what is existing to be relocated. Describe the method of compliance for temperature limitations for the public use lavatories (limited to 110 degrees). Note: The water heater thermostat may not be used for compliance with this Code section. CPC 421.2. Energy Standards 110(C)3. Correct the DWV drawings to show compliance with CPC, Section 707.4: "A cleanout shall be installed above the fixture connection fitting, serving each urinal, regardless of the location of the urinal in the building." Provide complete gas riser or isometric plans, clearly showing what is existing to remain and what is new and what is existing to be relocated from the public gas meter to all the new & existing gas fired equipment. Provide gas line plans and calculations showing gas demands, pipe lengths, and pipe sizing. CPC 1216.0. CARLSBAD CBC20 18-0080 MAR. 129 2018 Detail the gas regulator requirements: An accessible shut-off valve installed upstream of the regulator & vented to the exterior. CPC 1208.7.5(1) & 1210.11. Include the gas piping sediment trap installed downstream of the appliance shutoff valve as close to the inlet of the appliance as practical. Exceptions: Appliances with an internal sediment trap, (or) ranges, clothes dryers, gas fireplaces, and outdoor grilles. CPC 1212.8. Provide the following information concerning the water heater: . Show water heater type, size, and location on plans. CPC 501.0 Show that water heater is adequately braced to resist seismic forces. Provide two straps. One strap at top 1/3 of the tank and one strap at bottom 1/3 of the tank. CPC 507.2 Show P & T valve on water heater and detail the drain routing to the exterior. It may not be installed upwards from the valve. CPC 608.5 Detail the requirements for the attic installation of water heaters: access opening sizing, passageway description (available height, maximum length and minimum width, walkway material type, platform sizing, the light and receptacle placement, and the overflow protection. CPC 507.4 & 508.4 Provide combustion air design: Show opening sizes and routing of ducts. CPC 506.0. Detail the water heater vent installation: Size, routing, slope, and termination location (Minimum 8' from vertical surfaces). CPC 509.0. 26. Hot water recirculating loop systems requirements (Not single-family homes). Detail the following: The installation of an air release valve on the inlet side of the recirculation pump, within 4' of the pump. A check valve is required between the recirculating pump and the water heating equipment to prevent the hot water from flowing backwards through the recirculation loop. A check valve is required on the cold-water supply line between the hot water system and the next closest tee on the cold- water supply line. (See CPC 608.3 for expansion tank requirements.) 27. Clearly show on the plans compliance with UPC Section 317.0 for the proposed piping under the upper floor level above this tenant space: 317.1 Food Handling Establishments Food or drink shall not be stored, prepared or displayed beneath soil or drain pipes, unless those area are protected against leakage or condensation from such pipes reaching the food or drink as described below. Where building design requires that soil or drain pipes be located over such areas, the installation shall be made with the least possible number of joints and shall be installed so as to connect to the nearest adequately sized vertical stack with a provision as follows: All openings through floors over such areas shall be sealed watertight to the floor construction. Floor and shower drains installed above such areas shall be equipped with integral seepage pans. CARLSBAD CBC20 18-0080 MAR. 12, 2018 All other soil or drain pipes shall be of an approved material as listed in Table 1701.1 and Section 701.2. All materials shall conform to established standards. Cleanouts shall be extended through the floor constructions above. Piping subject to operation at temperatures that will form condensation on the exterior of the pipe shall be thermally insulated. Where pipes are installed in ceiling shall be of the removable type, or shall be provided with access panels in order to form a ready access for inspection of piping. Detail how the floor drain trap seal is to be maintained. CPC 1007.0. Floors shall slope to the floor drain(s) location(s). Please detail on the architectural floor plans. CPC 418.5. MECHANICAL (2016 CALIFORNIA MECHANICAL CODE) Review with the architect the locations that require (fire/ceiling radiation/or fire/smoke) dampers and/or shaft protection and identify installations on the mechanical plans themselves. Provide the exhaust and make-up air design for the occupancy type listed in Table 403.7. Show all the restroom exhaust fans. Provide complete kitchen hood plans, details, and calculations to show compliance with CMC, Chapter 5, Part II: Provide exhaust sizing calculations for kitchen hoods. CMC 508.10.1.1 Show the required replacement air for each kitchen hood. Include an air balance schedule. CMC 511.3 Provide grease duct air velocity calculations. (Minimum 500 fpm, Maximum 2,500 fpm). CMC 511.2. If not installed interior of an enclosure, then provide a section detail for the hood showing the relative dimensioned locations for the hood, duct, ceiling, and overhead construction framing of the floor or ceiling detailing minimum clearances. Be sure to describe the construction materials (combustible, limited combustible or non-combustible) used adjacent to the hood and duct. CMC 507.3 A duct shaft is required for the make-up air ducting up through the upper floor level though the roof to the exterior, The duct shaft size seems exceeds the building framing spacing. Revise the duct and shaft size or detail the modifications necessary to the building framing. Detail the slope (1/4"/foot/minimum) on the horizontal grease duct back towards the hood. CMC 510.1.3 Show the required cleanouts (CMC 510.3.3) for the grease duct: Detail the kitchen hood duct termination clearances as per CMC 510.9 (Type I) or CMC 510.10 (Type II). 33. Show the required noncombustible walls that are within 18 inches of the Type I hoods, from floor level up to above the top of the hoods. CARLSBAD CBC20 18-0080 MAR. 12, 2018 Deep fat fryers must be installed no closer than 16" from the fryer to surface flames from an adjacent appliance. CMC 515.1.1.3. Please provide the refrigeration system mechanical plans, details and calculations for the proposed Walk-In Boxes for the Meat Cooler #124, Freezer #125, and Veggie Cooler #126. Show compliance with CMC 1104.2 "Refrigerant Concentration Limit" for the worst-case concentration/area scenario for the proposed Walk-In Boxes for the Meat Cooler #124, Freezer #125, and Veggie Cooler #126. Describe compliance with CMC 1117.8 for the chiller system pressure relief valve. Show the location of the relief valve on the mechanical plans and detail clearances (15' above grade and 20' from openings into the building). Specify compliance with CMC 603.4.1 for length limitations for factory made flexible air ducts (6) and use (not to be used for rigid elbows or fittings). (Residential is exempt from this item) Buildings of more than 15' in height shall have an inside means of access that meets the design requirements of CMC 304.3.1.1. City approval for use of an outside ladder is required. Roof access ladders require landings at no greater a separation of 18', measured from floor level. CMC 304.3.1.2. If mechanical equipment (including the roof access ladder scuttle) is installed within 10'(CBC-1015.7)/(CMC-304.3) of the roof edge, fall guards designed per the most stringent design requirements of the enforceable Code must be provided. Note: If you have any questions regarding this Plumbing and Mechanical plan review list please contact Glen Adamek at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. ELECTRICAL and ENERGY COMMENTS PLAN REVIEWER: Eric Jensen ELECTRICAL (2016 CALIFORNIA ELECTRICAL CODE) The mechanical units are 208, the electrical mechanical units are 480. Please review and provide a coordinated design. Describe the grounding electrode to be used for the transformer on the single line diagram. Specify the kitchen receptacles as GFCI protected in the kitchen locations per CEC 210.8(B). CARLSBAD CBC2018-0080 MAR. 12, 2018 ENERGY (2016 CALIFORNIA BUILDING ENERGY STANDARDS) Provide an energy design detailing compliance with the Mandatory Measures and either the Performance or Prescriptive Methods of compliance. The Prescriptive design and the acceptable Performance software program options are available at: www.energy.ca.-gov/title24/2016standards A complete energy plan check will be performed after completed and/or the corrected energy design has been provided. (I need the Envelope design for the addition). On the plans clearly show the building envelope design as applicable: insulation design, fenestration specifications, door insulation specifications, radiant barrier, and the roof covering specifications. Shut-Off Controls: Each floor, each space (not exceeding 5,000 square feet), and each type (general, display, and ornamental) of lighting shall be individually capable of being automatically shut-off when the building is unoccupied. Include the control design. Automatic time switch control requires a 2-hour override. ES 130.1(c). Note: If you have any questions regarding this Electrical and Energy plan review list please contact Eric Jensen at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. CARLSBAD CBC20 18-0080 MAR. 12, 2018 (DO NOT PAY— THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PLAN CHECK #.: CBC2018-0080 PREPARED BY: ALl SADRE, S.E. DATE: MAR. 12, 2018 BUILDING ADDRESS: 2525 EL CAMINO REAL BUILDING OCCUPANCY: B/A2; II-B/SPR. BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) RESTAURANT 246 ADDITION PATIO 1118 T.I. 5415 Air Conditioning Fire Sprinklers TOTAL VALUE 388,773 Jurisdiction Code 1GB IBy Ordinance I 1997 UBC Building Permit Fee V 1997 UBC Plan Check Fee I V I $1,652.O1 I I $1,073.811 Type of Review: o Complete Review o Structural Only O Repetitive Fee Repeats V 0 Other Hourly EsGil Fee Hr. @ * I $941.651 Comments: Sheet 1 of I EsGil A SAFEbuRt Compahy DATE: MAY 17, 2018 Li APPLICANT 7'JURIS. JURISDICTION: CARLSBAD PLAN CHECK #.: CBC2018-0080 SET: II PROJECT ADDRESS: 2525 EL CAMINO REAL PROJECT NAME: TEXAS de BRAZIL - T.I. & ADDITION The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. LIII The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: DAVID KANG ,' Telephone #: 949-533-4117 Date contacted: Email: dkanq(cdienq.com Mail Telephone Fax In Person REMARKS: The City Policy requires that their Special Inspection Agreement be co letlete for this project. This Form is available at the Building Department. By: ALl SADRE, S.E. Enclosures: EsGil 5/14 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 CBC20I8-0080 4 2525 EL CAMINO REAL # 101 TEXAS DE BRAZIL: 5,661 SF RETAIL TO RESTAURANT TI II 1,118 SF DECK 1563020900 fi 5123/2018 CBC20I8-0080 co RET Feb, 26, 2018 Project: Texas De Brazil Location: El Camino Real, CA Client: N/A TABLE OF CONTENTS Design Criteria 3 Framing Design 5-12 Moment Frame Design 13-21 CAntilver Column Design 22-23 Core Structure, Inc, 23172 Plaza Pointe Dr., Suite 145, Laguna Hills, CA 92653 949-954-7244 Interior Wall Insulation 1 psf Drywall 5 psf Studs 1 psf Misc. 3 psf Total Wall Weight 10 psf Exterior Wall 7/8" Stucco 10 psf Insulation 1 psf Drywall 2.5 psf Studs I psf Misc. 2.5 psf C RFR Design Loads Project: 80034 Client: Location:, CA Date: 4/6/2018 Roof Loads - Interior Verco Deck and 4"Slab 37 psf Total Dead Load 37 psf Total Live Load 20 psf Total Roof Load 57 psf Total Wall Weight 17 psf Design Maps Summary Report https ://earthquake.usgs.gov/cn2/designmaps/us/summary.php?template= tJSGS Design Maps Summary Report User—Specified Input Report Title 80034 Wed February 21, 2018 01:51:16 UTC Building Code Reference Document 2012/2015 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 33.178410N, 117.33217°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/Il/Ill USGS—Provided Output S= 1.113g SMS= 1.174g Ss= 0.783g S1 = 0.428 g SM1 = 0.673 g SD1 = 0.449 g For information on how the SS and Si values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. PeñotT(ec.) Dii Response Spectrum Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject-matter knowledge. 4 I of 1 2/20/2018, 5:51 PM Core STructure, Inc. 23172 Plaza Pointe Drive Suite 145 Laguna Hills, CA 92653 Project Title: Texas De Brazil Engineer: Amir Deihimi Project ID: 80034 Project Descr: Printed 6 APR 2018 1113AM ee earn ENERCALC, INC. 1983-2017, Bui!d:10.17.1Z10, Ver.10.17.12.10 Description: SB2 fCObEREFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set: IBC 2015 Pro Analysis Method: Allowable Strength Design Fy: Steel Yield: 50.0 ksi Beam Bracing: Completely Unbraced E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending plied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: D = 0.0370, Lr = 0.020 ksf, Tributary Width = 6.0 ft, (Roof Load) Uniform Load : D = 0.0170 ksf, Tributary Width = 12.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.394 -.1 Maximum Shear Stress Ratio = 0.103: 1 Section used for this span WI 0x39 Section used for this span WI 0x39 Ma: Applied 35.401 k-ft Va : Applied 6.437 k Mn I Omega: Allowable 89.923 k-ft VnlOmega : Allowable 62.496 k Load Combination +D+Lr+H Load Combination +D+Lr+H Location of maximum on span 11.000ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span 4 1 Maximum Deflection Max Downward Transient Deflection 0.105 in Ratio = 2,518>=480 Max Upward Transient Deflection 0.105 in Ratio = 2,518 >=480 Max Downward Total Deflection 0.511 in Ratio = 516 >=360 Max Upward Total Deflection 0.000 in Ratio = 0 <360 rMR-05-um Forces Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span 4 M V Mmax + Mmax - Ma Max Mnx Mnx/omega Cb Rm Va Max Vnx Vnx/Omega +04H Dsgn.L= 22.00 ft 1 0.313 0.082 28.14 28.14 150.17 89.92 1.14 1.00 5.12 93.74 62.50 404L4H Dsgn.L= 22.00 ft 1 0.313 0.082 28.14 28.14 150.17 89.92 1.14 1.00 5.12 93.74 62.50 +D+Lr+H Dsgn. L= 22.00 ft 1 0.394 0.103 35.40 35.40 150.17 89.92 1.14 1.00 6.44 93.74 62.50 +O+5+H Dsgn.L= 22.00 It 1 0.313 0.082 28.14 28.14 150.17 89.92 1.14 1.00 5.12 93.74 62.50 +040750Lr+0.750L-+fl Dsgn.L= 22.00ft 1 0.374 0.098 33.59 33.59 150.17 89.92 1.14 1.00 6.11 93.74 62.50 -11D-+0.750L+0.750541 Dsgn.L= 22.00 ft 1 0.313 0.082 28.14 28.14 150.17 89.92 1.14 1.00 5.12 93.74 62.50 4040.60W-+1-1 Dsgn.L= 22.00 ft 1 0.313 0.082 28.14 28.14 150.17 89.92 1.14 1.00 5.12 93.74 62.50 +1.116D+1.750E-'4-1 Dsgn. L = 22.00 It 1 0.349 0.091 31.42 31.42 150.17 89.92 1.14 1.00 5.71 93.74 62.50 -s-1.1160-1.750E-i.H Dsgn.L= 22.00ft 1 0.349 0.091 31.42 31.42 150.17 89.92 1.14 1.00 5.71 93.74 62.50 -+040.750Lr-+0.750L+0.450W+H Dsgn. L= 22.00 ft 1 0.374 0.098 33.59 33.59 150.17 89.92 1.14 1.00 6.11 93.74 62.50 +040.750L+0.750540.450W41 Core STructure, Inc. Project Title: Texas De Brazil 23172 Plaza Pointe Drive Engineer: Amir Deihimi Project ID: 80034 Suite 145 Project Descr: Laguna Hills, CA 92653 Printed: 6 APR 2018. 1113AM Steel Beam File = C:\DROPBO-1COREDR-1\profecls'core\80034\O2-STR-1\O3-ENG-1\O1-MOD-1\STEELB-1.EC6 ENERCAIC, INC. 1983-2017, 9u11d:10.17.12,10, Ver10.17.12,10 IIf;flTEIIfSH•I1i Licensee : Core Structure, inc. Description: S82 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx MnxlOmega Cb Rm Va Max Vnx Vnx/Oniega Dsgn.Lr 22.00 ft 1 0.313 0.082 28.14 28.14 150.17 89.92 1.14 1.00 5.12 93.74 62.50 +1.087D40.750L+0.750S+1.313E-+4-I Dsgn. L= 22.00 ft 1 0.340 0.089 30.60 30.60 150.17 89.92 1.14 1.00 5.56 93.74 62.50 +1.0870+0.750L'+0.7505-1.313E41 Dsgn.L= 22.00 ft 1 0.340 0.089 30.60 30.60 150.17 89.92 1.14 1.00 5.56 93.74 62.50 -+0.60D40.60W'+0.60H Dsgn.L= 22.00ff 1 0.188 0.049 16.88 16.88 150.17 89.92 1.14 1.00 3.07 93.74 62.50 -"0.4835D+1.750E40.60H Dsgn.Lr 22.00 ft 1 0.151 0.040 13.61 13.61 150.17 89.92 1.14 1.00 2.47 93.74 62.50 .i-0,4835D-1,750E'+0,60H Dsgn.L= 22.00 ft 1 0.151 0.040 13.61 13.61 150.17 89.92 1.14 1.00 2.47 93.74 62.50 E' MáiiDëfliis Load Combination Span Max. "-" Defi Co cation in Span Load Combination Max. "+' Defi Location in Span +04r41 1 0.5112 11.063 0.0000 0.000 Combinations - Load Combination Span Max. Downward Defi Location in Span Span Max. Upward Defi Location in Span 404! 1 0.4063 11.063 0.0000 0.000 1 0.4063 11.063 0.0000 0.000 -+0+Lr-FH 1 0.5112 11.063 0.0000 0.000 +0+5+4-! 1 0.4063 11.063 0.0000 0.000 4040.750Lr40.750L*l 1 0.4850 11.063 0.0000 0.000 -4040.750L40.750S41 1 0.4063 11.063 0.0000 0.000 40-+0.60W-*l 1 0.4063 11.063 0.0000 0.000 +D-+0.70E41-1 1 0.4063 11.063 0.0000 0.000 +O-0.70E-"H 1 0.4063 11.063 0.0000 0.000 +040.750Lr40.750L-+0.450W41 1 0.4850 11.063 0.0000 0.000 40-+0.750L-+0,7505-+0.450W-IH 1 0.4063 11.063 0.0000 0.000 40-+0.750L40.750540.5250E41 1 0.4063 11.063 0.0000 0.000 -+0-+0.750L-+0.7505-0.5250E#1 1 0.4063 11.063 0.0000 0.000 -+0.60040.60W+0.60H 1 0.2438 11.063 0.0000 0.000 -+0.600-+0.70E+0.60H 1 0.2438 11.063 0.0000 0.000 -'0.60D-0.70E-+0.60H 1 0.2438 11.063 0.0000 0.000 DOnly 1 0.4063 11.063 0.0000 0.000 LrOnly 1 0.1048 11.063 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 6.437 6.437 Overall MINimum 1.320 1.320 +041 5.117 5.117 +D+4+H 5.117 5.117 40-'Lr-'H 6.437 6.437 .+0+S41 5.117 5.117 -+0'+0.750Lr-+0.750L#1 6.107 6.107 -+040.750L-+0.7505-+4-1 5.117 5.117 40-+0.60W4H 5.117 5.117 +040.70E+1-1 5.117 5.117 -+0-0.70E-+4-1 5.117 5.117 +0-+0.750Lr-+0.750L-+0.450W'+4-1 6.107 6.107 +040.750L+0.750S-+0.450W41 5.117 5.117 +0-+0.750L-+0.7505-+0.5250E.+4-1 5,117 5.117 -0'+0.750L40.750S-0.5250E's4'1 5.117 5.117 +0.60040.60W+0.60H 3.070 3.070 +0.600-'0.70E+0.60H 3.070 3.070 -+0.60D-0.70E40.60H 3.070 3.070 DOnly 5.117 5.117 Lr Only 1.320 1.320 LOnly S Only IN Only EOnly E Only * -1.0 H Only Core STructure, Inc. 23172 Plaza Pointe Drive Suite 145 Laguna Hills, CA 92653 Project Title: Texas De Brazil Engineer: Amir Deihimi Project ID: 80034 Project Descr: Printed, 26 FEB 2018, 1:45PM Steel B Fde = ee earn ENERCALC, INC. 1983-2017, 8uid:1O.17.12.1O, Ver.10.17.12.10 Description : SB1 ECODE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set: IBC 2015 LthiaPropeiUes J_________________________________ Analysis Method: Allowable Strength Design Fy: Steel Yield: 50.0 ksi Beam Bracing: Completely Unbraced E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending 12) Lr(0.-12) W12x4O Span = 18.0 ft -hid Co-ads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: D = 0.020, Lr = 0.020 ksf, Tributary Width = 6.0 ft, (Roof Load) Maximum Bending Stress Ratio = Section used for this span Ma: Applied Mn I Omega: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection U.U,S:i iviaximum z5near stress Katio = WI 2x40 Section used for this span 7,555 k-ft Va : Applied 142.216k-ft VnlOmega : Allowable +D+1_r+H Load Combination 0.000ft Location of maximum on span Span # 1 Span # where maximum occurs WI2x4O 2.518 k 70.210 k +D+Lr-+.H 0.000 ft Span # 1 Max Downward Transient Deflection 0.006 in Ratio = 33,923>=360 Max Upward Transient Deflection 0.006 in Ratio = 33,923 >=360 Max Downward Total Deflection 0.015 in Ratio= 14548-240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 ; for Load Combinations Load Combination Segment Length Span # O4H Dsgn.L= 18.00ff +0444H Dsgn.L= 18.00ff 1 4D+Lr44-1 Dsgn.L= 18.00 It 1 Dsgn.L= 18.00 ft #040.750Lr40.750L4H Dsgn.L= 18.00 ft 1 4fl+0.750L40.7505441 Dsgn.L= 18.00 ft 1 4040.60W#1 Dsgn.Lr 18.00 ft 1 +1.116D+1.750E41 Dsgn.L= 18.00 ft 1 -'-1.116D-1.750E*l Dsgn.L= 18.00 ft 1 +D+0.750Lr-f0.750L40.450W-'4-1 Dsgn.L= 18.00ff 1 +IJ+0.750L+0.750S40.450W41 Dsgn.L= 18.00 ft 1 +1.087D40.750L-+0.7505-'-1.313E#1 Dsgn.L= 18.00 It 1 ax Stress Ratios Summary of Moment Values Summary of Shear Values M V Mmax + Mmax - Ma Max Mnx Mnxlomega Cb Rm Va Max Vnx Vnx/Omega 0.030 0.020 2.16 -4.32 4.32 237.50 142.22 2.38 1.00 1.44 105.32 70.21 0.030 0.020 2.16 -4.32 4.32 237.50 142.22 2.38 1.00 1.44 105.32 70.21 0.053 0.036 3.78 -7.56 7.56 237.50 142.22 2.38 1.00 2.52 105.32 70.21 0.030 0.020 2.16 -4.32 4.32 237.50 142.22 2.38 1.00 1.44 105.32 70.21 0.047 0.032 3.37 -6.75 6.75 237.50 142.22 2.38 1.00 2.25 105.32 70.21 0.030 0.020 2.16 -4.32 4.32 237.50 142.22 2.38 1.00 1.44 105.32 70.21 0.030 0.020 2.16 -4.32 4.32 237.50 142.22 2.38 1.00 1.44 105.32 70.21 0.034 0.023 2.41 -4.82 4.82 237.50 142.22 2.38 1.00 1.61 105.32 70.21 0.034 0.023 2.41 -4.82 4.82 237.50 142.22 2.38 1.00 1.61 105.32 70.21 0.047 0.032 3.37 -6.75 6.75 237.50 142.22 2.38 1.00 2.25 105.32 70.21 0.030 0.020 2.16 -4.32 4.32 237.50 142.22 2.38 1.00 1.44 105.32 70.21 7 0.033 0.022 2.35 -4.69 4.69 237.50 142.22 2.38 1.00 1.56 105.32 70.21 Core STructure, Inc. 23172 Plaza Pointe Drive Suite 145 Laguna Hills, CA 92653 Project Title: Texas De Brazil Engineer: Amir Deihimi Project ID: 80034 Project Descr: Printed: 26 FEB 201. 1:45PM St I B -lie 4YJZ-tK-UNti-1V1-MUL)1\s I ENERCALC INC 1983-2017 Build 10 17 1210 Ver1O1712.1O Description: S81 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax Mmax - Ma Max Mnx MnxlOmega Cb Rm Va Max Vnx Vnx/Omega +1.0870+0.750L+0.750S-1,313E#I Dsgn.L = 18.00 ft 1 0.033 0.022 2.35 -4.69 4.69 237.50 142.22 2.38 1.00 1.56 105.32 70.21 -'0.60D40.60W+0.601-1 Dsgn.L = 18.00 ft 1 0.018 0.012 1.29 -2.59 2.59 237.50 142.22 2.38 1.00 0.86 105.32 70.21 -f0.4835D+1 .750E-0.60H Dsgn. Lr 18.00 ft 1 0.015 0.010 1.04 -2.09 2.09 237.50 142.22 2.38 1.00 0.70 105.32 70.21 -f0.4835D-1.750E40.60H Dsgn. L= 18.00 ft 1 0.015 0.010 1.04 -2.09 2.09 237.50 142.22 2.38 1.00 0.70 105.32 70.21 [OveraUMamumDeflecti ons Load Combination Span Max. "-" Defi Location in Span Load Combination Max. °-'- Defi Location in Span -s1J+4j'+4-1 1 0.0148 9.051 0.0000 0.000 Maximum Deflections for Load Combinations Load Combination Span Max. Downward Defi Location in Span Span Max. Upward Defi Locabon in Span +04! 1 0.0085 9.051 0.0000 0.000 +D-4-+4-1 1 0.0085 9.051 0.0000 0.000 -'1J-+Lr+H 1 0.0148 9.051 0.0000 0.000 -+0+54! 1 0.0085 9.051 0.0000 0.000 +lJ-+0,750Lr+0,750L4l 1 0.0133 9.051 0.0000 0.000 +D-+0.750L-+0.75054! 1 0.0085 9.051 0.0000 0.000 +lJ-+0,60W41 1 0.0085 9.051 0.0000 0.000 -+0-+0.70E-*1 1 0.0085 9.051 0.0000 0000 .i-D-0.70E41 1 0.0085 9.051 0.0000 0.000 +D-40,750Lr-+0,750L-+0.450W41 1 0.0133 9.051 0.0000 0.000 -+040.750L-.0.7505-+0,450W-+H 1 0.0085 9.051 0.0000 0.000 +D-+0.750L-+0.7505-+0.5250E-+4-1 1 0.0085 9.051 0.0000 0.000 +D+0.750L-+0.7505-0.5250E-+4-I 1 0.0085 9.051 0.0000 0.000 +0.60D+0.60W-+0.60H 1 0.0051 9.051 0.0000 0.000 #0,60D-+0.70E-i-0,60H 1 0.0051 9.051 0.0000 0.000 +0.600-0.70E-+0.60H 1 0.0051 9.051 0.0000 0.000 D Only 1 0.0085 9.051 0.0000 0.000 Lr Only 1 0.0064 9.051 0.0000 0.000 ThrticaI Reactions Support notation Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.518 2.518 Overall MINimum 0.863 0.863 +04! 1.438 1.438 1.438 1.438 2.518 2.518 +D+S4I 1.438 1.438 -+04.750Lr-+0.750L41 2,248 2.248 -+0-+0.750L-+0.750541 1.438 1.438 -+040.60W41 1.438 1.438 *0-+0.70E-+4-1 1.438 1.438 40-0.70E-*l 1.438 1.438 -+O+0.750Lr-+0.750L-+0.450W-+1-1 2.248 2.248 -+0-+0.750L-+0.7505-+0.450W#1 1.438 1.438 -+0-+0.750L-+0.7505-+0.5250E-'-H 1.438 1.438 -e0-+0.750L-+0.750S-0.5250E41 1.438 1.438 -+0,60D-+0.60W+0.60H 0.863 0.863 -+0,600-+0,70E+0.60H 0.863 0.863 -+0,600-0.70E-+0,60H 0.863 0.863 D Only 1.438 1.438 Lr Only 1.080 1.080 LOnly S Only WOnly EOnly E Only * -1.0 H Only 8 Core STructure, Inc. 23172 Plaza Pointe Drive Suite 145 Laguna Hills, CA 92653 Project Title: Texas De Brazil Engineer: Amir Deihimi Project ID: 80034 Project Descr: Printed: 26 FEB 2018 1:45PM ee earn [Steel B -File C:\DRO ENERCALC, INC. 1983-2017, BuilthlO.17.12.10, Ver10.17 12.10 Lic. # : KW-06010610 Licensee Core Structure, Inc. Description : SB1 rsJsjtiijProperties : W12i4O Depth = 11.900 in lxx 307.00 mM J = 0.906 mM Web Thick = 0.295 in S xx 51.50 ine3 Cw = 1440.00 inA6 Flange Width r 8.010 in Rxx = 5.130 in Flange Thick 0.515 in Zx = 57.000 ine3 Area r 11.700 ine2 I yy = 44,100 mM Weight = 39.827 plf Syy = 11.000 inA3 Wno 22.8001n"2 Kdesign = 1.020 in Ryy = 1.940 in Sw 23.500 inA4 K1 = 0.875 in Zy = 16.800 ine3 Qf = 11.300 in"3 rts = 2.210 in rT = 2.140 in Qw 27.800 ine3 Yeg 5.950 in rumrnary of Vulues per BéañfSpan 9 PLW2TM or W2 FORMLOKTM 4 in. TOTAL SLAB DEPTH Normal Weight Concrete Maximum Unshored Clear Span (ft-in.) Concrete Properties Deck Number of DeckSpans Density Uniform Weight Uniform Volume Compressive Gage 1 2 3 . (pct) (psf) (yd3/100ft2) Strength, (psi) 22 7-9" 9-0" 9-2" 145 36.3 0.926 3000 21 8-6 9-8' 101-01,Notes: 20 9-3" 10-3' 10-8" Volumes and weights do not include allowance for deflection. Weights are for concrete only and do not include weight of steel deck. 19 10-0 11'-5' 11-10" Total slab depth is nominal depth from top of concrete to bottom of steel deck. 18 10-5" 12-3" 12-5" 16 11-2 13'-11 1. 13-1" Shoring is required for spans greater than those shown above. See Footnote 1 on page 51 for required bearing. Allowable Superimposed Loads (psf) Deck Number of Span (ft-in.) Gage Deck Spans 6'-0" T-O" 7'-6' 8-0" 8'-6" 9'-0" 9'-6" 10'-0" 10-6' 11'-0" 11'-6" 12'-0" 12-6" 13'-0" 14-0" 1 337 261 232 1 172 152 135 120 107 96 86 78 70 63 57 46 22 2 337 261 232 209 189 171 120 107 96 86 78 70 63 57 46 3 337 261 232 209 189 171 120 107 96 86 78 70 63 57 46 1 377 292 260 234 211 1 155 139 125 112 101 91 82 75 68 55 21 2 377 292 260 234 211 192 175 1 125 112 101 91 82 75 68 55 3 377 292 260 234 211 192 175 161 112 101 91 82 75 68 55 1 400 324 288 259 234 213 I 158 142 128 116 105 95 86 79 65 2 400 324 288 259 234 213 195 179 128 116 105 95 86 79 65 3 400 324 288 259 234 213 195 179 165 I 116 105 95 86 79 65 1 400 389 347 311 275 242 214 190 161 1 146 133121 110 99 81 19 2 400 389 347 311 275 242 214 190 169 152 1 133 121 110 99 81 3 400 389 347 311 275 242 214 190 169 152 136 1 121 110 99 81 1 400 400 386 335 293 258 229 203 I 181 162 146 131 118 105 84 18 2 400 400 386 335 293 258 229 203 181 162 146 131 118 105 84 3 400 400 386 335 293 258 229 203 181 162 146 131 1 118 105 84 1 400 400 396 356 322 292 261 233 208 187 1 157 143 131 116 93 16 2 400 400 396 356 322 292 261 233 208 187 168 148 131 116 93 3 400 400 396 356 322 292 261 233 208 187 168 148 131 116 1 93 See footnotes on page 51. I Shoring required in shaded areas to right of heavy line. Allowable Diaphragm Shear Strengths, q (plo and Flexibility Factors, F (in./lb. x 106) Attachment Deck Span (ft-in.) Pattern Gage 6-0 7-0" 7'-6" 8-0" 8-6" 9'-0" 9'-6" 10'-0" 10-6" 11-0" 11'-6" 12-0' 12'-6" 13'-0" 141-0" 22 q 1674 1635 1619 1606 1594 1583 1573 1565 1557 1550 1543 1537 1532 1527 1518 21 q 1680 1637 1620 1605 1592 1580 1570 1560 1552 1544 1537 1530 1524 1519 1509 q 1689 1643 1624 1608 1593 1580 1569 1559 1549 1541 1533 1526 1519 1513 1503 19 q 1714 1659 1637 1618 1602 1587 1573 1561 1550 1540 1531 1523 1515 1508 1496 18 q 1739 1678 1653 1632 1613 1596 1581 1568 1556 1545 1534 1525 1517 1509 1495 16 q 1809 1733 1702 1675 1652 1631 1612 1595 1580 1566 15531-1541 1531 1521 1503 22 q 1834 1762 1734 1708 1686 1667 1649 1633 1619 1606 1594 1583 1573 1563 1547 21 q 1867 1788 1756 1729 1704 1683 1663 1646 1630 1616 1602 1590 1579 1569 1551 20 q 1902 1816 1781 1751 1725 1701 1680 1661 1643 1628 1613 1600 1588 1577 1557 36/4 19 q 1977 1877 1836 1801 1770 1742 1718 1696 1675 1657 1640 1625 1611 1598 1575 18 q 2044 1931 1886 1847 1812 1781 1753 1729 1706 1686 1667 1650 1634 1619 1593 16 q 2212 2071 2015 1965 1922 1883 1848 1817 1789 1763 1740 1718 1698 1680 1647 See footnotes on page 51 52 n VF5 VERCO DECKING, INC. www.vercodeck.com Core STructure, Inc. Project Title: Texas De Brazil 23172 Plaza Pointe Drive Engineer: Amir Deihimi Project ID: 80034 Suite 145 Project Descr: Laguna Hills, CA 92653 Printed: 6 APR 2018 1:38PM Steel Beam File C:DROPBO-1\COREDR-1\pmjecore\80034\02---ENG-\Ot-MOD-1,STEELB-1.EC6 '1 ENERCALC, W. 1983-2017, Build:10.17.12.10, Ver.10.17.12.10 Description : SB3 EREFEREE 1 Calculations per AISC 360-10, 1 BC 2012, ASCE 7-10 Load Combination Set: ASCE 7-10 [Miaflóperties Analysis Method: Allowable Strength Design Fy: Steel Yield: 46 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E: Modulus: 29000.0 ksi BendingAxis: Major Axis Bending D(O-015) Lr(0.02) W(0.025) ---- -----------'- -- - 1 (1 HSS4x4x1/4 Span = 23.0 ft - Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.0150, Lr = 0.020, W = 0.0250 k/fl, Tributary Width = 1.0 ft [FF--DESIG - TIIi Maximum Bending Stress Ratio = 0.328: 1 Maximum Shear Stress Ratio = 0.024: 1 Section used for this span HSS4x4x1/4 Section used for this span HSS4x4x1/4 Ma: Applied 3.533 k-ft Va : Applied 0.6145 k Mn/Omega : Allowable 10.765 k-ft Vn/Omega : Allowable 25.423 k Load Combination +D+,750Lr-40.750L-+0,450W+H Load Combination +D+.750Lr+0.750L+0.450W+H Location of maximum on span 11,500ff 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 0.699 in Ratio = 394 >=360 Max Upward Transient Deflection 0.699 in Ratio = 394 >=360 Max Downward Total Deflection 1.494 in Ratio = 185 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 [jiiith LiCThbhitions j Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax- Ma Max Mnx MrudOmega Cb Rm Va Max Vnx Vnx/Omega +D*H Dsgn. Lr 23.00 ft 1 0.167 0.012 1.80 1.80 17.98 10.77 1.00 1.00 0.31 42.46 25.42 Dsgn. L= 23.00 ft 1 0.167 0.012 1.80 1.80 17.98 10.77 1.00 1.00 0.31 42.46 25.42 +04N4 -j Dsgn. L= 23.00 ft 1 0.290 0.021 3.12 3.12 17.98 10.77 1.00 1.00 0,54 42.46 25.42 +D+S4f1 Dsgn. L= 23.00 ft 1 0.167 0.012 1.80 1.80 17.98 10.77 1.00 1.00 0.31 42.46 25.42 -fD-e0.750Lr40.750L41 Dsgn. L= 23.00 ft 1 0.259 0.019 2.79 2.79 17.98 10.77 1.00 1.00 0.49 42.46 25.42 40-+0.750L40.750S4H Dsgn. L= 23.00 It 1 0.167 0.012 1.80 1.80 17.98 10.77 1.00 1.00 0.31 42.46 25.42 +040.60W4H Dsgn. L= 23.00 ft 1 0.259 0.019 2.79 2.79 17.98 10.77 1.00 1.00 0.49 42.46 25.42 +D-0.60WH Dsgn. L= 23.00 ft 1 0.075 0.006 0.81 0.81 17.98 10.77 1.00 1.00 0.14 42,46 25.42 +D40.70E#1 Dsgn. L= 23.00 ft 1 0.167 0.012 1.80 1.80 17.98 10.77 1.00 1.00 0.31 42.46 25.42 4040.750Lr40.750L40.450W#1 Dsgn. L= 23.00 ft 1 0.328 0.024 3.53 3.53 17.98 10.77 1.00 1.00 0.61 42.46 25.42 4040.750Lr40.750L-0.450W4H Dsgn. L= 23.00 ft 1 0.190 0.014 2.05 2.05 17.98 10.77 1.00 1.00 - 0.36 42.46 25.42 +040.750L40.7505'+0.450W41 Dsgn. L= 23.00 ft 1 0.236 0.017 2.54 2.54 17.98 10.77 1.00 1.00 0.44 42.46 25.42 Core STructure, Inc. Project Title: Texas De Brazil 23172 Plaza Pointe Drive Engineer: Amir Deihimi Project ID: 80034 Suite 145 Project Descr: Laguna Hills, CA 92653 Printed: 6 APR 2016, 1:36PM [eeI Beam ' Fite c:DRoPBo1\coRED-11j 'I. ENERCALC, INC. 1983-2017, Bud.10.17.12.10, Ver.10.17.12.10 I lit Description: 593 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx VnOmega +D#0.750L#0.750S-0.450W-+4-I Dsgn. Lr 23.00 ft 1 0.098 0.007 1.05 1.05 17.98 10.77 1.00 1.00 0.18 42.46 25.42 +C0.750L0.750S40.5250E41 Dsgn. L = 23.00 ft 1 0.167 0.012 1,80 1.80 17.98 10.77 1.00 1.00 0.31 42.46 25.42 40.60D-f0.60W'+0.60H Dsgn. Lr 23.00 ft 1 0.192 0.014 2.07 2.07 17.98 10.77 1.00 1.00 0.36 42.46 25.42 -'0.60D-0.60W40.60H Dsgn.Lr 23.00ft 1 0.008 0.001 0.09 0.09 17.98 10.77 1.00 1.00 0.02 42.46 25.42 +0.60D40.70E40.60H Dsgn. Lr 23.00 ft 1 0.100 0.007 1.08 1.08 17.98 10.77 1.00 1.00 0.19 42.46 25.42 E Overall Maximum Deflections- Load Combination Span Max. "-" Defi Location in Span Load Combination Max. "+" Defi Location in Span 'eO40.750Lr40.750L-f0.450W41 1 1.4941 11.566 0.0000 0.000 [Maximum Deflections for Load Combinations Load Combination Span Max. Downward Defi Location in Span Span Max. Upward Defi Location in Span 1 0.7601 11.566 0.0000 0.000 +0441 1 0.7601 11.566 0.0000 0.000 1 1.3193 11.566 0.0000 0.000 -*O+S-*4-1 1 0.7601 11.566 0.0000 0.000 +D-+0.750Lr-'0.750L-'4-1 1 1.1795 11.566 0.0000 0.000 +040.750L40.7505#1 1 0.7601 11.566 0.0000 0.000 +D+0.60W41 1 1.1795 11.566 0.0000 0.000 +040.70E-++1 1 0.7601 11.566 0.0000 0.000 +0-+0.750Lr40.750L40.450W#1 1 1.4941 11.566 0.0000 0.000 +040.750L40.750S0.450W-*l 1 1.0746 11.566 0.0000 0.000 -eO40.750L40.750S'+0.5250E-*l 1 0.7601 11.566 0.0000 0.000 40.60D-f0.60W40.60H 1 0.8755 11.566 0.0000 0.000 -+0.60D-f0.70E-+0.60H 1 0.4560 11.566 0.0000 0.000 0 Only 1 0.7601 11.566 0.0000 0.000 LrOnly 1 0.5593 11.566 0.0000 0.000 WOnly 1 0.6991 11.566 0.0000 0.000 Support notahon : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.614 0.614 Overall MINimum 0.188 0.188 +041 0.313 0.313 +04-'H 0.313 0.313 -+O+1r41 0.543 0.543 +0+S41 0.313 0.313 +040.750Lr40.750L41 0.485 0.485 +040.750L-+0.7505#1 0.313 0.313 -i-0-e0.60W41 0.485 0.485 +0'+0.70E#1 0.313 0.313 +040.750Lr40.750L-e0.450W#1 0.614 0.614 +0+0.750L40.750S+0.450W#1 0.442 0.442 +040.750L40.750540.5250E#1 0.313 0.313 -f0.600-f0.60W+0.60H 0.360 0.360 -f0.600+0.70E-f0.60H 0.188 0.188 0 Only 0.313 0.313 LrOnly 0.230 0.230 LOnly S Only W Only 0.288 0.288 EOnly H Only 23172 Plaza Pointe Drive, Suite 145, Laguna Hills, CA. 92653 949.954.7244 1320 Willow Pass Road, Suite 667, Concord, CA 94520 9.270.0755 1629 K Street, Suite 300, Washington, DC .20006. 202.681.2647 C Engineering PROJECT NAME / NUMBER____________ From The RE Ground up DATE PAGE# www.corestructure.com 14 It k - L;H----- . c,1 c :; 4--v - - f II2 i 7I 6'T - - -- _4_ T I :. icd* is f ',1ij.b/' •- - H .1 - 4f L4 Ht H H i J - -- H ri1 e\41 2 c I i_ 4. H 1 I-•- t I 1- 4--- r - - . H I j I 44 _l IL I I - - L1 4•-4 4-1 1111 HIt t 1--- 1 A. 1 1 I ri H 1 Hi H I I -- I-H H 4 1 44H- 4 I I II_ - iL I,4. I 23172 Plaza Pointe Drive, Suite 145, Laguna Hills, CA 92653 949.954.7244 1320 Willow Pass Road, Suite 667, Concord, CA 94520 92 270.0755 1629 K Street, Suite 300, Washington, DC 20006 202.681.2647 C r Engineering PROJECT NAME./ NUMBER_______________________________________ From The RE Ground up DATE . PAGE# .. www.corestrueture.com. . - - -r - - - .- - I . I j 4 .1 1 I I 1.11 I 41 1 -I- H --H±-. H ,- • 1 -1 fivWyf:ko jl wit 4 n 1— 11 4 + 4 _J t1 I -nt - H F H 4- • 1-7 '-Ht II ij4 V —l \r L:JJ .8:+: i +-- I ii L 112 t :i 1 1 nix 1 1 HwJ- - -+F I l L 14 I H F HY' mm I 8qfliJ4J jj 4 Al b r I .. -l- 8,, t-1- •i 1 II I J-r tii ii 1 H tT -Hi 1 t f I 1 T -k L4 J 1 -LL1 :H1HM : if i L1 FU 4 IH TI I j 1 i Li LI V I - 1tv; LIV_f 8i11L.:.Iri ;lIitI 't l HLI .4.4 i I 1 r--cj 1-k-k- I_tL _L4 H H L 41.4 H j f- 23172 Plaza Pointe Drive, Suite 145, Laguna Hills, CA 92653 949.954.7244 1320 Willow Pass Road, Suite 667, Concord, CA 94520 92.270.0755 1629 K Street, Suite 300, Washington, DC 20006 202.681.2647 6.25 First Floor Base ETABS 2016 16.2.1 2/26/2018 OMF 02-26-2018.EDB Elevation View -A Joint Loads (EQ) 16 Pot Dpcements Twer ard Sj Second Floor Poir tçlcmet ard tift 2 iii 0)O 1,426947: 0003513 404631 0O0O 0.000000 E3i* O1XXOOO 0OO44 =Mr Fkor Allowable Drift:002x14x12/3 =112 1.42/1.3=1.092 1.092<1.120K Base 17 IV? / SItS Ui to tu is in C CORE STRUCTURE, INC Projcet Title ________________________________________________ Cannery Live Project 1* I 60248 D Ordinary Steel Moment Frame Connection Design Date: 8/1/2017 I L Design IL AH Check: F AD F.P.TB B.S. OF COL COLUMN PER PLAN ---., B.S. Of COLUMN >- CONTINUITY PLATE ALIGN \ WITH BEAM FLANGE AS SHOWN TOTAL 14tH. THICKNESS SHALL NOT BE LESS THAN THE SM. N FLANGE THICKNESS 5116 <'F.P. T&B 1_iirJL LBEAM PER RAN ORDINARY MO4Uff FRAME D (in) BF (in) TW (in) TF (in) Z (in A3) 11.90 8.01 0.295 0.515 57.000 13.90 8.06 0.370 0.660 87.100 Bf-8èam<=Bf-Column 1ii!L1I Key Assumptions: Frame Analysis shows adequacy of system for drift and strength check. Beam Flanges are welded by full penetration weld (CJP) to column flanges All plates are ASTM A572-Gr 50 All W-Sections are ASM A992 All forces are at the SD level (LRFD) All bolts are A325 SC Shear Tab welded on both side continuity plates where required, are OP welded to the column flange on beam side. a. Member Sections: - Beam Section: W12X40 Col Section: W14X53 Member Forces from Analysis Beam: Mu-analysis = 82 k.ft Vu- Analysis = I ilk Col: Vu= I 633k Pu= I ilk IMu = I 287.41 k.ft AISC 341-10-E1.6.b Enter value for LC: 1.2D +1.0 (0.5)L (See ASCE 7-10-2.3.2) IV-Emh= I 30,251kip I Emh = 2x1.lxRyxMp/Lcf Geometry Beam Clear Span ;Lcf= I 191ft c. Check Connection Falng Weld: Is Beam Flange Welded by OP weld to Column Flange: IYES 2. Shear Tab Connection: Plate Thickness= 0.5 in Bolts are assumed to be spaced at 311 O.C. with 1.5" Edge Bolt Diamater Distance, See Detaile above. # of Bolts 2 18 C JOWK,CORE STRUCTURE, INC. Projcet Title SPATAROREDENCE Project # 60248 Dte: 8/1/2017 R E Ordinary Steel Moment Frame Connection Design :gn AH Check AD Yield on Gross Section: 4V = 1.0xO.6xFAyv Agv= I 3IinA2 Vn (K)= 901> Vu(K) 31.25I Shear Rupture: OV,,= 0.75x0.6xFAgn IA n' = 2 inA2 Vn (K) 58.51> Vu(K)= I 31.25I Block Shear: (J.6F,,A + -<-O.&J,Ag,+ Ut•FArn Ant = :1 in'2 Agv = 2.25 in'2 0.6FyAgv = 1 67.51 K Any = 1.5 in"2 0.6FuAgv = 58.5 K I ctRn(K)=I 92.63 1> Vu(K)= J 3i.25j -. I Shear Tab Thickness IS Adequate! I Shear Tab Weld: Weld Thickness as multiple ofl/16: [ IMin= I3 ]max = IS I Rn(K)=j 66.82 J> Vu(K)= I 31.25. I Weld Size IS J Adequate! I Check Bolt Capacity: I 2-j 7/8 I4jamater A325 AISC-341-Table 7-1 (Single Shear): I\'n (K)= 1 48.61> Vu(K)= i. 31.25tJ2.1: Bolt Connection Capacity IS Adequate! I 3. Column Shear Panel Zone: Cont. Plate t= I in Greater than Beam Flange Thickness Doubler Plate t= 0.5 in 1Mm = 13 IMax = Is I DBLR Weld Size= 5 1/16 in DBLR Weld L = 6 inj Doubl. P1 weld length to Col. Flange, Less than Beam Depth Cont PL Weld = 5 1/16 in Both Side? NES ]Min = 13 ]Max = Is Dist. to Col End= 1 1 ini Enter Top Cont. Plate Distance To Column End Applied Force = lMu/(D-tf) I 302.9 IKip I 19 C CORE STRUCTURE, INC. Projcet Title SPATARORESUENCE E Design: CORE STRUCTURE, INC. Project # 70343 Date: 2/26/2018 AH Check: AD Flange Local Bending: R 6.254F J10.1 Reduce by 50% if less than D from Column End 0.51 cIRn (K)=I 61.26 j< Vu(K)= 3O2.90I!t ](W/o Continuity PL) Load in each Continuity Plate = kip in Continuity P1 Capacity = 15033 1> Vu(K)= I 120.82J - I b Local Yielding: R. =(sk+N) Ft 7W J10.2 Reduce to 2.5k if less than D from k= 1.251in Column End 0.5 Rn (K)= 67.34 j< Vu(K)= 302.901I I(W/O Continuity PL) Load in each Continuity Plate = 117.781 kip I Continuity P1 Capacity = 15033 1> Vu(K)= Web Crippling: 'EFt J10.1 Reduce by 50% if less than D/2 .1? o.8ot2[±3(J J J if J from Column End 0.51 Rn (K)=I 92.18 j< Vu(K)= 1 302.90!I I(W/O Continuity PL) Load in each Continuity Plate = 105.36kip Continuity P1 Capacity = 150.53 J> Vu(K)= I 105.36I I Continuity Plate Weld to Web: (Plate OP to column flange on beam side, no further check From the Min Reisstance from above cases: Ru = I 120.81 in each continuity plate I Is Connection one sided? Continuity plate to opposite Weld of Continuity Plate to Web of Column: falnge weld size (X 1/161T) 21 ctRnl(K)=f 140.3 Weld of Continuity Plate to opposite flange of column: 2 Rn2 (K)=l 46.6 Rn (K)=I_186.88 > Ru (k)= L 5 20 13 C 0 R E CORE STRUCTURE, INC. CORE STRUCTURE, INC Projcet Title SPATARO RESIDENCE roject #, 60248 ate: 8/1/2017 esign: AH hck AD Check for Doubler Plate: Per AISC 341-10 E1.6b; Panel zone shear strength check should be based on the beam end moments computed from the load combinations stipulated by the application of building code, NOT including the amDlified seismic load. Mu= I 82.0 ft.k Ru= 1 92.81 K IPc = I 7021k I Pu/Pc = For I<O.41 = O.6Fdt For J' > OAF, ) =0.6F4c[1.4_] ii Rn (K)=I 138.86 1> Vu(K)= I 92.76I I(W/0 Doubler PL) I L OUBLER TETMRE1fRED: I Shear in Doubler Plate = 0.00kip Shear in Doubler Plate = :36.08 1> Vu(K)= I I Weld of Doubler Plate to Flange of Column: I Rn(K)=I 418 1> Vu(K)= I000 -I C Engineering PROJECT NAME / NUMBER____________ From The RE Ground up DATE PAGE#. www.corestructure.com 23172 Plaza Pointe Drive, Suite 145, Laguna Hills, CA 92653 949.954.7244 1320 Willow Pass Road, Suite 667, Concord, CA 94520 925.270.0755 1629 K Street, Suite 300, Washington, DC 20006 202681.2647 C CORE STRUCTURE, INC. Project Title Project # 80034 R Ordinary Steel Cantilever Column@Grid e Date: 11/30/2015 Design: AH Cherk AH Key Assumptions: STEELCOLUMN PER PLAN. Lateral Load is imported from Wood Frame -fkL CONTINUOUS FOOTING OR I PATIO SLAB PER PLAN. Analysis. i.e. R=6.5, and rho = 1, ASD level .c- I Lateral load is increased for R=1.25 and SD Jwis. WAM ,— AG POLE FOOTING. Level. : IrS.] S 3-Pipe Columns or HSS columns are designed hl . PACK BEDDMG. redundancy factor can be considered. - For column analysis K of 2.1 Is used. I . i . /7 SI. At.I..ICJ. SITS ?LivFL NI, NUT 6 Analysis for X and directions are " 'id' RS Independent IT IT3 TIES ED a- ar- 7 For flag pole design QO 1.25 is considered. FOUR BOTTOM PORTION Of NOTEz 8- Flage Pole calculations are Based on CBC2013- I -!COLUMN: FOOTING SETUP STEE THEN POUR UPPER 1807.3.2.1 or 1807.3.2.2. Member Sections: rx (in) ry (in) lx (in "4) ly (in "4) 1 Zx (in '3) Col Section: HSSSX8X1/4 3.15 3.15 70.701 70.701 20.50 Zy (in A3) Ag(in"2) Member Forces from Analysis 20.50 7.10 Column Load from Wood Frame Analysis: Column Load Modified for Design (See Note 1 & 2) Ehx= J 7.21k Ehy= I 7.2k c. Geometry and Materail: Column Height (ft) 9 ft Fv= I 46ksi 1. Check Deflections: Allowable Defelction (ASCE 7-10-Table 12.12-1): Aa = 0.02 x hsx = 2.161 in Calculted Defelction: /x x Cd = 1.25x PL"3/(3Elx) = 1.841< e] 2.16t Ay x Cd = 1.25x PL"3/(3Elx) = 1.841< 2.161i 1 2. Check Strength: a. Axial Strength (LRFD): KL/r = 72.0 <= 4.71 x Sqrt(E/Fy)= I 118.3 Fe= 55.2 ksi Fcr = 32.5 ksi cIPcn= 0.9 x Fcr x AR = 207.41kios I Ehx= 7.2 k Ehy= 7.2 k p= 1 DL= 1k LL= 1k SDS= 0783 g Shape Fy (ksi) HSSRnd: 42 HSS Rect.: 46 Pipe: 35 b. Flexural Strength (LRFD): cIMnx= 0.9FyZx= 1 70.71 k.ft bMny= 0.9FyZy= 1 70.71 k.ft LC1: (1.2+0.2SDS)DL+0.SLL+pE___________________ Pu = 1.9 K j< j(DPcn= I 207.4 kips Mux= 64.8 k.ft Mnx= 1 70.7 1 k.ft Muy= 64.8 k.ft Mny= I 70.7 k.ft ii Pr/Pc= C 0 CORE STRUCTURE, INC. R E Ordinary Steel Cantilever Column@Grid e Project Title 0 Project # 80034 Date: 11/30/2015 Design: AH Check: AH Combined Actions - A(SC 360- Hi-la and H1-1b: Deamand Capacity Ratio-X = 0.921< 1 1 • Deamand Capacity Ratio-V = 0.921< 1 1 •' 3. Flag Pole Design: d=O.5Afi + U + 436hfA)r} Equation ]184), A = 2.34P/(S1b) Square or Round? Square - I) J IL d = j (Equation 1$-2) Restrained at Surface? YES Applied Lat. Load P (lb) = 7280 lb - Calculated from )0 x Max Col Lateral Load h (from Surface) = 9 ft User Can Modify from Column Height Allowable Passive = 250 PCF Max. Allowable Passive= 3000 PSF Change Initail Depth U ntil Initail Depth (d) = J 7.2 I Required Depth matches I IRequired Depth = J 7.18 ft closely with Initial Depth J C131 Engineering PROJECT NAME /NUMBER ________________________ From The RE Ground up - DATE PAGE#_________________ www.corestructure.com fLIpIILH: T JTTITT[ 1 1' H H F4 L) I----------------------- 1.-i ----- / --f [ 1 -+ ,,-.-.-t L[HTjr H - jr- -:--LI-- --- £ L. L_L4 jJ 4. 'mr 4i j rt ji r ~-j it__i_ F--I--- +4t ± - —i -- H -- I: y 1- H r 1 H 4r H - H - - T - . L H-- H---1-H--H---±--T-H--4-t---- -'. ----- Ir -i i - -f-- J----;------r------- --4T - —--- - 1 - - -- ------ I Hfl I TFJ Hj iTi h 4 H H t 4 t -• -4 j-HH H H I H H! -; -4+F'-iL-- -r--i tHjLJ4 I ---i- k+-'--i H 1 4. I _---- - H :- :tr4 __ _Lt _1JLJ L LJj__LJ JiLI. L 23172 Plaza Pointe Drive, Suite 145, Laguna Hills, CA 92653 949.954.7244 1320 Willow Pass Road, Suite 667, Concord, CA 94520 925.270.0755 1629 K Street, Suite 300, Washington, DC 20006 202.681.2647 Load and Geometry Load factor source: ACI 318 Section 9.2 Load combination: not set Seismic design: Yes Anchors subjected to sustained tension: Not applicable Ductility section for tension: D.3.3.4.2 not applicable Ductility section for shear: D.3.3.5.2 not applicable Co faCtrw nr.f cof Apply € Anchor <Figurt I Anchor DesignerTM I Software Version 2.4.5673.28 Company: Date: 4/6/2018 Engineer: Page: 1/3 Project: Address: Phone: E-mail: Project description: Serenade Location: CARSLBAD Fastening description: Base Material Concrete: Normal-weight Concrete thickness, h (inch): 5.50 State: Cracked Compressive strength, f (psi): 2500 LPcv: 1.0 Reinforcement condition: A tension, A shear Supplemental reinforcement: Not applicable Reinforcement provided at corners: No Do not evaluate concrete breakout in tension: No Do not evaluate concrete breakout in shear: No Ignore 6d0 requirement: Not applicable Build-up grout pad: No 1.Proiect information Customer company: Customer contact name: Customer e-mail: Comment: 2. InDut Data & Anchor Parameters General Design method:ACI 318-11 Units: Imperial units Anchor Information: Anchor type: Concrete screw Material: Carbon Steel Diameter (inch): 0.500 Nominal Embedment depth (inch): 3.250 Effective Embedment depth, het (inch): 2.350 Code report: ICC-ES ESR-2713 Anchor category: 1 Anchor ductility: No hmin (inch): 5.00 Cc (inch): 3.56 Cmin (inch): 1.75 Smin (inch): 3.00 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 111'i. Anchor DesicnerTM Software Version 2.4.5673.23 <Figure 2> Compary: Date: 4/6/2018 Enginaa: Page: 2/3 'Project. Address: Phone: E-mail: Recommended Anchor Anchor Name: Titen HDll- 1/20 Iter HD, hnorn:3.25'(83mum) Code Report: ICC-ES ESR-2713 Input data and results must be checked for agreement witL the exia-ing circ umstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. Ea5E W. Las Positas BoulevE.rd Pleaarton, CA 94581 Fhone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com I Anchor DesignerTM I Software Version 2.4.5673.28 Company: Date: 4/6/2018 Engineer: Page: 3/3 Project: Address: Phone: E-mail: Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nua (lb) Vurn (lb) Vuay (lb) (Vun )1+(Vuay)2 (lb) 1 1000.0 0.0 0.0 0.0 Sum 1000.0 0.0 0.0 0.0 Maximum concrete compression strain (%o): 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 1000 Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, e'N (inch): 0.00 Eccentricity of resultant tension forces in y-axis, eNy (inch): 0.00 Steel Strength of Anchor in Tension(Sec. D.5.1) Nsa (lb) 0 ØN55 (I b) 20130 0.65 13085 S. Concrete Breakout Strength of Anchor in Tension (Sec. D.5.2 Nb = kc2aJf'chet15 (Eq. D-6) kc Aa f (psi) hot (in) Nb (lb) 17.0 1.00 2500 2.350 3062 0.750Ncb = 0.750(ANO/ANCO)dNNpNNb (Sec. D.4.1 & Eq. D-3) ANC (in 2) ANCO (in2 'ed,N Vc,N WcP,N Nb (I b) 0 0.750Nsb (lb) 49.70 49.70 1.000 1.00 1.000 3062 0.75 1722 Results Interaction of Tensile and Shear Forces (Sec. D.7 Tension Factored Load, Nua (lb) Design Strength, øN (lb) Ratio Status Steel 1000 13085 0.08 Pass Concrete breakout 1000 1722 0.58 Pass (Governs) 112"0 Titen HD, hnom:3.25" (83mm) meets the selected design criteria. Warnings - Per designer input, the tensile component of the strength-level earthquake force applied to anchors does not exceed 20 percent of the total factored anchor tensile force associated with the same load combination. Therefore the ductility requirements of D.3.3.4.3 for tension need not be satisfied - designer to verify. - Per designer input, the shear component of the strength-level earthquake force applied to anchors does not exceed 20 percent of the total factored anchor shear force associated with the same load combination. Therefore the ductility requirements of D.3.3.5.3 for shear need not be satisfied - designer to verify. - Designer must exercise own judgement to determine if this design is suitable. - Refer to manufacturer's product literature for hole cleaning and installation instructions. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com TA -I m D !I!CD CD liii 52. 0 C,) ) CBC20I8-0080 2525 EL CAMINO REAL # 101 TEXAS DE BRAZIL: 5,661 SF RETAIL TO RESTAURANT TI II 1,118 SF DECK 1563020900 512312018 CBC20I 8-0080 co RET Feb, 26, 2018 Project: Texas De Brazil Location: El Camino Real, CA Client: N/A TABLE OF CONTENTS Design Criteria 3 Framing Design 5-12 Moment Frame Design 13-21 CAntilver Column Design 22-23 Core Structure, Inc, 23172 Plaza Pointe Dr., Suite 145, Laguna Hills, CA 92653 949-954-7244 co RFRT Design Loads Project: 50011 Client: M Investments Location: El Cajon, CA Date: 2/26/2018 Roof Loads - Interior Concrete Tile 2 psf Framing 2.5 psf Sheathing (1/2" CDX) 1.5 psf Ceiling 2 psf Insulation I psf Misc. 6 psf Total Dead Load 15 psf Total Live Load 20 psf Total Roof Load 35 psf Exterior Wall Interior Wall 7/8" Stucco Insulation Drywall Studs Misc. Total Wall Weight 10 psf 1 psf 2.5 psf 1 psf 2.5 psf 17 psf Insulation 1 psf Drywall 5 psf Studs 1 psf Misc. 3 psf Total Wall Weight 10 psf 3 Design Maps Summary Report https ://earthquake.usgs.gov/cn2/designmaps/us/summary.php?template=... IJSGS Design Maps Summary Report User—Specified Input Report Title 80034 Wed February 21, 2018 01:51:16 UTC Building Code Reference Document 2012/2015 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 33.178410N, 117.33217°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/Il/Ill OF Eondct( USGS—Provided Output Ss = 1.113 g Sms = 1.174 g SDs = 0.783 g S1 = 0.428 g SM1 = 0.673 g So, = 0.449 g For information on how the SS and Si values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. UcER Responre Spectrum Design Response Spectrum ParlT (see) Pid.-r (ate) Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject-matter knowledge. 4 1 of 1 2/20/2018, 5:51 PM C o Core Structure, Inc. 23172 Plaza Pointe Drive Suite 145 RE Laguna Hills, CA 92653 949-954-7244 [406d Beam Project Title: Texas De Brazil Engineer: Amir Deihimi Project Descr: Ale = G:_2577Y-80 ENERCALC, Project ID: 80034 Ptinted: 26 FEB 2018, 4:37PM 4\0EW01Y-JSGGC1L-Z.EC6 Build6.17.4.30, Ver.6,17.4.30 Description: WB1 1CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2009 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 900.0 psi E.' Modulus of Elasticity Load Combination JBC 2009 Fb - Compr 900.0 psi Ebend- xx 1600.0 ksi Fc - PrIl 1,350.0 psi Eminbend -xx 580.0ksi Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Density 31.20 pcf Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Varying Uniform Load : D(S,E) = 0.020->0.020, Lr(S,E) = 0.020->0.020 ksf, Extent = 0.0 ->> 11.0 ft, Trib Width = 5.0->1.0 ft, (Roof Load Maximum Bending Stress Ratio = 0.25& 1 Maximum Shear Stress Ratio 0.113 : 1 Section used for this span 4x12 Section used for this span 4x12 th : Actual = 319.31 psi fv : Actual = 25.42 psi FB : Allowable = 1,237.50ps1 Fv : Allowable = 225.00 psi Load Combination +D+Lr+J-I Load Combination +D+Lr+H Location of maximum on span 4.938ft 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 0.030 in Ratio = 4406 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.034 in Ratio = 3859 >=240. Max Upward Total Deflection 0.000 in Ratio = 0<240.0 [MiiimumForcés &91Aèssesf6rLoadComb1iatiori1 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C C FN C i CrCm C t C L M lb Fb V lv Pv O Only 0.00 0.00 0.00 0.00 Length = 11.0 ft 1 0.191 0.083 0.90 1.100 1.00 1.00 1.00 1.00 1.00 1.05 170.04 891.00 0.35 13.45 162.00 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.0 ft 1 0.172 0.075 1.00 1.100 1.00 1.00 1.00 1.00 1.00 1.05 170.04 990.00 0.35 13.45 180.00 +D+Lr4l 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.0 It 1 0.258 0.113 1.25 1.100 1.00 1.00 1.00 1.00 1.00 1.96 319.31 1237.50 0.67 25.42 225.00 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.0 ft 1 0.149 0.065 1.15 1.100 1.00 1.00 1.00 1.00 1.00 1.05 170.04 1138.50 0.35 13.45 207.00 +D+0.750Lr+0.750L+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.0 ft 1 0.228 0.100 1.25 1.100 1.00 1.00 1.00 1.00 1.00 1.73 281.99 1237.50 0.59 22.43 225.00 61 C . Core Structure, Inc. Project Title: Texas De Brazil U 23172 Plaza Pointe Drive Engineer: Amir Deihimi Project ID: 80034 Suite 145 Project Descr: - Laguna Hills, CA 92653 R E 949-954-7244 Prnied: 26 FEB 2016, 437FM Wood Beam File= G:~-25M-M34WWMYWR-4~OEWOTY-MGG,ti[-Z.EC6 - ENERCALC, INC. 1983-2017, 8u8d:6.17.4.30,Ver.6.17.4.30 I lit 1tYEINIES1I6 Licensee : Core Structure, Inc. Description: W81 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C EN C i Cr Cm C t CL M fb F'b V fv F'v +D+.750L40.750S+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.0 It 1 0.149 0.065 1.15 1.100 1.00 1.00 1.00 1.00 1.00 1.05 170.04 1138.50 0.35 13.45 207.00 +D+W41 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.0 ft 1 0.107 0.047 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.05 170.04 1584.00 0.35 13.45 288.00 +O+0.70E*H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.0 it 1 0.107 0.047 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.05 170.04 1584.00 0.35 13.45 288.00 +O+0.750Lr40.750L+0.750W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.0 ft 1 0.178 0.078 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.73 281.99 1584.00 0.59 22.43 288.00 +D+0.750L+0.7505+0.750W4l 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.0 it 1 0.107 0.047 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.05 170.04 1584.00 0.35 13.45 288.00 +D+0.750Lr+0.750L+0.5250E+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.0 ft 1 0.178 0.078 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.73 281.99 1584.00 0.59 22.43 288.00 +O+0.750L+0.750S+0.5250E#I 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.0 It 1 0.107 0.047 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.05 170.04 1584.00 0.35 13.45 288.00 +0.60D+W41 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.0 It 1 0.064 0.028 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.63 102.03 1584.00 0.21 8.07 288.00 *0.60D+0.70E+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.0 ft 1 0.064 0.028 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.63 102.03 1584.00 0.21 8.07 288.00 OiillMáimum befIions Load Combination Span Max. "-" Defi Location in Span Load Combination Max. '+" Defi Location in Span O Only 1 0.0342 5.350 0.0000 0.000 IViiiiiRéàtions -77D Support notabon: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.854 0.560 Overall MINimum 0.270 0.182 0 Only 0.450 0.304 +D+L+H 0.450 0.304 40+Lr+H 0.854 0.560 +D+S+H 0.450 0.304 O+0.750Li+0.750L 0.753 0.496 +O+0.750L+0.750S41 0.450 0.304 +D+W+H 0.450 0.304 +040.70E+H 0.450 0.304 +D+0.750Lr40.750L40.750Wi4-j 0.753 0.496 4040.750L+0.750540.750W+H 0.450 0.304 +D+0750Lr+0.750L+0.5250E+H 0.753 0.496 -O+0.750L+0.750S+0.5250E#I 0.450 0.304 40.600+W+H 0.270 0.182 +0.60D+0.70E+H 0.270 0.182 D Only 0.450 0.304 Lr Only 0.403 0.257 LOnly S Only W Only EOnly H Only D Only 0.450 0.304 +IJ+L+H 0.450 0.304 .i1J+Lr+H 0.854 0.560 +0+541 0.450 0.304 4040.750Lr40.750L41 0.753 0.496 +D+0.750L+0.750S+H 0.450 0.304 0.450 0.304 0+0.70E+H 0.450 0.304 40+0.750Lr+0.750L40.750W+H 0.753 0.496 Core STructure, Inc. 23172 Plaza Pointe Drive Suite 145 Laguna Hills, CA 92653 Project Title: Texas De Brazil Engineer: Amir Deihimi Project ID: 80034 Project Descr: Printed: 28 FEB 2818. 1:45PM Steel ' ee earn ENERCALC, INC. 1983-2017, Buildl0.17.12.10, Ver.1O.17.12.10 Description : SB1 CODE REFERENCES . Calculations per AlSC 360-10, IBC 2012, ASCE 7-10 Load Combination Set: IBC 2015 fjaIProies Analysis Method: Allowable Strength Design Fy: Steel Yield: 50.0 ksi Beam Bracing: Completely Unbraced E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending W12x4O Span = 18.0 ft I Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: D = 0.020, Lr = 0.020 ksf, Tributary Width = 6,0 ft, (Roof Load) )ESIGN SUMMARY .__j..................................... ... ..... ...... .... ... -...... ........ --....-----.-- ------ Maximum Bending Stress Ratio = 0.053: 1 Maximum Shear Stress Ratio = 0.036: Section used for this span WI 2x40 Section used for this span WI 2x40 Ma: Applied 7.555k-ft Va : Applied 2.518 k Mn! Omega: Allowable 142.216 k-ft Vn/Omega : Allowable 70.210 k Load Combination +D+I_r-s4-{ Load Combination +D+Lr-+-H Location of maximum on span 0.000ft 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 0.006 in Ratio = 33,923>=360 Max Upward Transient Deflection 0.006 in Ratio = 33,923 >=360 Max Downward Total Deflection 0.015 in Ratio= 14548>=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Me Max Mnx Mnx/Omega Cb Rm VaMax Vnx Vn0mega +DH Dsgn. Lr 18.00 ft 1 0.030 0.020 2.16 -4.32 4.32 237.50 142.22 2.38 1.00 1.44 105.32 70.21 Dsgn. L= 18.00 It 1 0.030 0.020 2.16 -4.32 4.32 237.50 142.22 2.38 1.00 1.44 105.32 70.21 4O4Lr44-1 Dsgn. L= 18.00 It 1 0.053 0.036 3.78 -7.56 7.56 237.50 142.22 2.38 1.00 2.52 105.32 70.21 +D+S-i4-I Dsgn. L= 18.00 It 1 0.030 0.020 2.16 -4.32 4.32 237.50 142.22 2.38 1.00 1.44 105.32 70.21 +040.750Lr40.750L+H Dsgn. L = 18.00 It 1 0.047 0.032 3.37 -6.75 6.75 237.50 142.22 2.38 1.00 2.25 105.32 70.21 +040.750L40.750541 Dsgn.Lr 18.00ff 1 0.030 0.020 2.16 -4.32 4.32 237.50 142.22 2.38 1.00 1.44 105.32 70.21 +040.6OW4H Dsgn. L= 18.00 ft 1 0.030 0.020 2.16 -4.32 4.32 237.50 142.22 2.38 1.00 1.4.4 105.32 70.21 +1.116D+1.750E-+4-1 Dsgn. L= 18.00 ft 1 0.034 0.023 2.41 -4.82 4.82 237.50 142.22 2.38 1.00 1.61 105.32 70.21 +1.116D-1.750E41 Dsgn. Lr 18.00 It 1 0.034 0.023 2.41 -4.82 4.82 237.50 142.22 2.38 1.00 1.61 105.32 70.21 +040.750Lr40.750L-f0.450W-'l-1 Dsgn. L = 18.00 It 1 0.047 0.032 3.37 -6.75 6.75 237.50 142.22 2.38 1.00 2.25 105.32 70.21 -+lJ-+0.750L40.7505+0.450W-41 Dsgn. Lr 18.00 It 1 0.030 0.020 2.16 -4.32 4.32 237.50 142.22 2.38 1.00 1.44 105.32 70.21 +1.087D+0.750L+0.750S+1.313E44-j Dsgn. L= 18.00 ft 1 0.033 0.022 2.35 -4.69 4.69 237.50 142.22 2.38 1.00 1.56 105.32 70.21 Core STructure, Inc. Project Title: Texas De Brazil 23172 Plaza Pointe Drive Engineer: Amir Deihimi Project ID: 80034 Suite 145 Project Descr: Laguna Hills, CA 92653 Printed 26 FEB 2018. 1:45PM Steel Beam - ENERCALC. INC. 1983-2017, Build:IO.17.12.10, Ver.10.17.1210 I Description: SB1 Load Combination Max Stress Ratios - Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max. Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +1.087D+0.750L-0.750S-1.313E4I Dsgn. L= 18.00 ft 1 0.033 0.022 2.35 -4.69 4.69 237.50 142.22 2.38 1.00 1.56 105.32 70.21 40.60D40.60W+0.60H Dsgn. L = 18.00 ft 1 0.018 0.012 1.29 -2.59 2.59 237.50 142.22 2.38 1.00 0.86 105.32 70.21 40.4835D+1.750E-.0.60H Dsgn. Lr 18.00ff 1 0.015 0.010 1.04 -2.09 2.09 237.50 142.22 2.38 1.00 0.70 105.32 70.21 40.4835D-1.750E40.60H Dsgn. L= 18.00 ft 1 0.015 0.010 1.04 -2.09 2.09 237.50 142.22 2.38 1.00 0.70 105.32 70.21 roeIrMaimum Oëflétiii Load Combination Span Max. ' Defi Location in Span Load Combination Max. 'W 'Defi Location in Span +D+lr*l - 0.0148 9.051 0.0000 0.000 EMaxirnum Deflections for C-oad-C&ffifiiinatllons . Load Combination Span Max. Downward Deft Location in Span Span Max. Upward Defi Location in Span +D+H 1 0.0085 9.051 0.0000 0.000 1 0.0085 9.051 0.0000 0.000 -'1J-'Lr+H 1 0.0148 9.051 0.0000 0.000 1 0.0085 9.051 0.0000 0.000 +040.750Lr.+Q.750L-*l 1 0.0133 9.051 0.0000 0.000 4040.750L40.7505-1'H 1 0.0085 9.051 0.0000 0.000 +D+0.60W41 1 0.0085 9.051 0.0000 0.000 -+O-+0.70E#1 1 0.0085 9.051 0.0000 0.000 +D-0.70E4H 1 0.0085 9.051 0.0000 0.000 4040.750Lr40.750L+0.450W4H 1 0.0133 9.051 0.0000 0.000 +040.750L+0.750540.450W4H 1 0.0085 9.051 0.0000 0.000 +O+0.750L40.7505+0.5250E-+1-I 1 0.0085 9.051 0.0000 0.000 +D-f0.750L-f0.750S-0.5250E41 1 0.0085 9.051 0.0000 0.000 460D#0.60W-4601-1 1 0.0051 9.051 0.0000 0.000 +0.60D40.70E+0.60H 1 0.0051 9.051 0.0000 0.000 40.60D-0.70E'+0.60H 1 0.0051 9.051 0.0000 0.000 D Only 1 0.0085 9.051 0.0000 0.000 Lr Only 1 0.0064 9.051 0.0000 0.000 [ViticaI Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MINimum 0.863 0.863 -+041 1.438 1.438 1.438 1.438 +04r+H 2.518 2.518 4J+S4I 1.438 1.438 -f0+0.750Lr40.750L41 2.248 2.248 .i-0-+0.750L-+0.750S41 1.438 1.438 +D-+0.60W41 1.438 1.438 +0-+0.70E+H 1.438 1.438 -'D-0.70E-sH 1.438 1.438 +D-+0.750Lr-+0.750L+0.450W-*l 2.248 2.248 -+0-+0.750L-+0.750S+0.450W+H 1.438 1.438 -+0-'0.750L-+0.7505-+0.5250E-+fl 1.438 1.438 -eD-+0.750L-i0.750S-0.5250E*l 1.438 1.438 -+0.60D-i-0.60W-+0.60H 0.863 0.863 40.60D40.70E+0.60H 0.863 0.863 +0.60D-0.70E-.0.60H 0.863 0.863 D Only 1.438 1.438 LrOnly 1.080 1.080 LOnly S Only WOnly EOnly E Only * -1.0 H Only Core STructure, Inc. Project Title: Texas De Brazil 23172 Plaza Pointe Drive Engineer: Amir Deihimi Project ID: 80034 Suite 145 Project Descr: Laguna Hills, CA 92653 Printed: 26 FEB 2018. 1:45PM I Steel Beam Fite C:\DROPBO1OREDR-1 \ccr80O3402-STR--i\O3-ENG-1\O1-MOD-1STEELB-I.EC8 I ENERCAIC. INC. 1983-2017. Build:10.17.12.1O, Ver.1O.17.12.10 Description: SB1 [StIéFStiàiProperties : WTiO TTT i Depth = 11.900 in lxx 307.00 mM J = 0.906mM Web Thick 0.295 in S xx 51.50 ine3 Cw 1,440.00 mne6 Flange Width r 8.010 in Rxx 5.130 in Flange Thick 0.515 in Zx 57,000 ine3 Area = 11.700 in12 lyy = 44.100 mM Weight = 39.827 plf S yy = 11.000 inA3 Wno = 22.800 inA2 Kdesign 1.020 in Ryy 1.940 in Sw 23.500 inA4 Ki 0.875 in Zy = 16.800 inA3 Qf = 11.300 inA3 rts = 2.210 in rT 2.140 in Qw = 27.800 inA3 Ycg = 5.950 in _9f Values per Beam Span Core STructure, Inc. Project Title: Texas De Brazil 23172 Plaza Pointe Drive Engineer: Amir Deihimi Project ID: 80034 Suite 145 Project Descr: Laguna Hills, CA 92653 Printed: 28 FEB 2018. 215PM Steel Beam File C:tDROPBO1OREDRl 1 ENERcALC, INC. 1982017, Build:10.17.12.10, Ver.10.17.12.10 Description : 582 TCOP REFERENCES- Calculations per AlSC 360-10, lBC 2012, ASCE 7-10 Load Combination Set: IBC 2015 TMiãiPóirié Analysis Method: Allowable Strength Design Fy: Steel Yield: 50.0 ksi Beam Bracing: Completely Unbraced E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending r'- -..-o -.-------- -.---- Span = 22.0 ft lie Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: D = 0.020, Lr = 0,020 ksf, Tributary Width = 6.0 ft, (Roof Load) Uniform Load: D = 0.0170 ksf, Tributary Width = 10.0 ft LJtI'J.UMM/4?Y' 1*jL.Ii1Sh Maximum Bending Stress Ratio = 0.611: 1 Maximum Shear Stress Ratio = 0.077 :1 Section used for this span WI 000 Section used for this span W1000 Ma : Applied 26.626k-ft Va : Applied 4.841 k Mn I Omega : Allowable 43.588 k-ft Vn/Omega : Allowable 63.0 k Load Combination -s-D+Lr+H Load Combination +D+Lr+H Location of maximum on span 11.000ft 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 0.129 in Ratio= 2,048 >=480 Max Upward Transient Deflection 0.129 in Ratio= 2,048 >=480 Max Downward Total Deflection 0.473 in Ratio= 559 >=360 Max Upward Total Deflection 0.000 in Ratio= 0 <360 'Mäimum Forces atressesf6L:i131iiUoiis i Load Combination MaxStress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/0mega Cb Rm Va Max Vnx Vmdomega +04H Dsgn,L= 22.00 ft 1 0.444 0.056 19.37 19.37 72.79 43.59 1.14 1.00 3.52 94.50 63.00 4044H Dsgn.L= 22.00 ft 1 0.444 0.056 19.37 19.37 72.79 43.59 1.14 1.00 3.52 94.50 63.00 +Dr4l Dsgn.L= 22.00 It 1 0.611 0.077 26.63 26.63 72.79 43.59 1.14 1.00 4.84 94.50 63.00 +D+S-i4-1 Dsgn.L= 22.00 It 1 0.444 0.056 19.37 19.37 72.79 43.59 1.14 1.00 3.52 94.50 63.00 +040.750Lr40.750L-fH Dsgn.L= 22.00ft 1 0.569 0.072 24.81 24.81 72.79 43.59 1.14 1.00 4.51 94.50 63.00 00.750L40.750S41 Dsgn.L= 22.00 It 1 0.444 0.056 19.37 19.37 72.79 43.59 1.14 1.00 3.52 94.50 63.00 +040.60W4H Dsgn.L= 22.00 It 1 0.444 0.056 19.37 19.37 72.79 43.59 1.14 1.00 3.52 94.50 63.00 +1,116D+1.750E4l Dsgn.L= 22.00 ft 1 0.496 0.062 21.62 21.62 72.79 43.59 1.14 1.00 3.93 94.50 63.00 +1.116D-1.750E41 Dsgn.L= 22.00 ft 1 0.496 0.062 21.62 21.62 72.79 43.59 1.14 1.00 3.93 94.50 63.00 +040.750Lr40,750L40450W*j Dsgn.L= 22.00 It 1 0.569 0.072 24.81 24.81 72.79 43.59 1.14 1.00 4.51 94.500 63.00 +0-'0.750L-+0.750S+0,450W41 Core STructure, Inc. Project Title: Texas De Brazil 23172 Plaza Pointe Drive Engineer: Amir Deihimi Project ID: 80034 Suite 145 Project Descr: Laguna Hills, CA 92653 Printed: 28 FEB 2018. 215PM s File ee earn ENERCALC, INC. 1983-2017, Build;I0.17,12.10, Ver:10.17,12.1Q Description: SB2 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax Mmax - Ma Max Mnx MnxlOmega Cb Rm Va Max Vnx VnxiOmega Dsgn. L= 22.00ff 1 0.444 0.056 19.37 19.37 72.79 43.59 1.14 1.00 3.52 94.50 63.00 +1,087D+0,750L40.750S+1.313E14-1 Dsgn.Lr 22.00 ft 1 0.483 0.061 21.06 21.06 72.79 43.59 1.14 1.00 3.83 94.50 63.00 +1.087D-.750L+0.75OS-1.313E4l Dsgn. L= 22.00 ft 1 0.483 0.061 21.06 21.06 72.79 43.59 1.14 1.00 3.83 94.50 63.00 +0.60D+0.60W*0.60H Dsgn.L = 22.00 ft 1 0.267 0.034 11,62 11.62 72.79 43.59 1.14 1.00 2.11 94.50 63.00 -+0.4835D+1.750E-+0.60H Dsgn.L= 22.00ff 1 0.215 0.027 9.36 9.36 72.79 43.59 1.14 1.00 1.70 94.50 63.00 +0.4835D-1.750E+0.60H Dsgn.Lr 22.00 ft 1 0.215 0.027 9.36 9.36 72.79 43.59 1.14 1.00 , 1.70 94.50 63.00 jeflection J Load Combination Span Max. - Dell Location in Span Load Combination Max. "-'-p Defi Location in Span 40+Lr4l 1 0.4727 11.063 0.0000 0.000 rMiimum DfIètiàni for Load Combinations Ti Load Combination Span Max. Downward Defi Location in Span Span Max. Upward Defi Location in Span +04H 1 0.3438 11.063 0.0000 0.000 40414H 1 0.3438 11.063 0.0000 0.000 4O4Lr44-I 1 0.4727 11.063 0.0000 0.000 +54I 1 0.3438 11.063 0.0000 0.000 +040750Lr+0750L+4-1 1 0.4404 11.063 0.0000 0.000 0.750L40.750SiH 1 0.3438 11.063 0.0000 0.000 4040.60W41 1 0.3438 11.063 0.0000 0.000 +D40.70E#1 1 0.3438 11.063 0.0000 0.000 4D-0.70E4H 1 0.3438 11.063 0.0000 0.000 +0+0.750Lr.0.750L+0.450W+4-1 1 0.4404 11.063 0.0000 0.000 +040.750L40.750540.450W4H 1 0.3438 11.063 0.0000 0.000 +D0,750L+0,75050.5250E4l 1 0.3438 11.063 0.0000 0.000 +0+0,750L40,7505-0.5250E+fl 1 0.3438 11.063 0.0000 0.000 .60D+0.60W-0.60H 1 0.2063 11.063 0.0000 0.000 -0.60D40.70E+0.60H 1 0.2063 11.063 0.0000 0.000 0.60D-0.70E40.60H 1 0.2063 11.063 0.0000 0.000 D Only 1 0.3438 11.063 0.0000 0.000 LrOnly 1 0.1289 11.063 0.0000 0.000 [Ve!tCteaCt10fls 7 Support notation Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MiNimum 1.320 1.320 3.521 3.521 4O4 3.521 3.521 .i4J+Lr41 4.841 4.841 +D+5-i4-1 3.521 3.521 +040.750Lr40.750L44-I 4.511 4.511 4040.750L40.7505+H 3.521 3.521 +O+0.60W4 3.521 3.521 O40.70E41-I 3.521 3.521 #O-0.70E*l 3.521 3.521 O40750Lr40750L40450W*H 4.511 4.511 +040.750L40.750540.450W#1 3.521 3.521 '040.750L40.750540.5250E41 3.521 3.521 +040.750L40.75050.5250E4H 3.521 3.521 +0.60D+0.60W+0.60H 2.113 2.113 40.600+0.70E40.60H 2.113 2.113 40.60D-0.70E40.60H 2.113 2.113 D Only 3.521 3.521 LrOnly 1.320 1.320 LOnly S Only WOnly EOnly E Only * -1.0 H Only Ill Core STructure, Inc. Project Title: Texas De Brazil 23172 Plaza Pointe Drive Engineer: Amir Deihimi Project ID: 80034 Suite 145 Project Descr: Laguna Hills, CA 92653 Printed: 28 FEB 2018, 2:15PM Steel B He tUKO LP11EU UK1pmJeCIS'COreWWJ4VJL- IftlUNl\U1-MUL)it I LtLb1tO ee earn ENERCALC INC 19832017 Build 1017 1210 Ver10171Z10 Description : SB2 Depth = 10.500 in I xx 170.00 mM J = 0.622 mM Web Thick = 0.300 in S xx 32.40 1n13 Cw = 414.00 inA6 Flange Width = 5.810 in Rxx = / 4.380 in Flange Thick = 0.510 in Zx = 36.600 inA3 Area = 8.840 mne2 I yy 16.700 inA4 Weight 30.091 p11 S yy 5.750 ine3 Wno = 14.500 ine2 Kdesign = 0.810 in Ryy = 1.370 in Sw = 10.700 mM Ki = 0.688 in Zy = 8.840 ine3 Qf = 7,020 ine3 rts 1.600 in rT 1.550 in Qw = 18.200 ine3 Ycg = 5.250 in Beam Span Moments & Shears at Incremental Location Load Type! Combination Span Location (ft) Span ID Shear (k) Moment (ft-k) +D+H 0.00 Span 1 3.521 0.000 +D+H 2.20 Span 1 -2.817 6.972 +D+H 4.40 Span 1 2.113 12.394 +D+H 6.60 Span 1 1.408 16.267 +D+H 8.80 Span 1 0.704 18.591 +D+H 11.00 Span 1 0.000 19.366 +D+H 13.20 Span 1 -0.704 18.591 +D+H 15.40 Span 1 -1.408 16.267 +D+H 17.60 Span 1 -2.113 12.394 +D+H 19.80 Span 1 -2.817 6.972 +D+H - 22.00 Span 1 -3.521 0.000 +D+L+H 0.00 Span 1 3.521 0.000 +D+L+H 2.20 Span 1 2.817 6.972 +D+L+H 4.40 Span 1 2.113 12.394 +D+L+H 6.60 Span 1 1.408 16.267 +D+L+H 8.80 Span 1 0.704 18.591 +D+L+H 11.00 Span 1 0.000 19.366 +D+L+H 13.20 Span 1 -0.704 18.591 +D+L+H 15.40 Span 1 -1.408 16.267 +D+L+H 17.60 Span 1 -2.113 - 12.394 +D+L+H - 19.80 Span 1 -2.817 6.972 +D+L+H 22.00 Span 1 -3.521 0.000 +D+Lr+H 0.00 Span 1 4.841 0.000 +D+Lr+H 2.20 Span 1 3.873 9.585 +D+Lr+H 4.40 Span 1 2.905 17.040 +D+Lr+H . 6.60 Span 1 1.936 22.365 +D+Lr+H 8.80 Span 1 0.968 25.561 +D+Lr+H 11.00 Span 1 0.000 26.626 +D+Lr+H 13.20 Span 1 -0.968 25.561 +D+Lr+H 15.40 Span 1 -1.936 22.365 +D+Lr+H 17.60 Span 1 -2.905 17.040 +D+Lr+H 19.80 Span 1 -3.873 9.585 +D+Lr+H 22.00 Span 1 -4.841 0.000 +D+S+H 0.00 Span 1 3.521 0.000 +D+S+H 2.20 Span 1 2.817 6.972 +D+S+H 4.40 Span 1 2.113 12.4 23172 Plaza Pointe Drive, Suite 145, Laguna Hills,. CA 92653 . 949.954.7244 1320 Willow Pass Road Suite 667 Concord, CA 94520 9 270 0755 1629 K Street, Suite 300,: Washington. DC .20006 202.681.2647 C Engineering PROJECT NAME / NUMBER___________________________________________ From The Ground up DATE.RE Www.corestruCtureCOm ir .i rTrTTrr [ T ffr -Tt -rt H `7- !J 1 ,LJLdJi EL1iJJiE4i4 11t T HHHH 44Hi ff' T_ 1r1t±1 T±HTf rfT14Trtr1 IT H - d H Ra- I 1fltC 4 I 7i7. gL4L4: IiLi4 L tIfJ.J . h 1: 1T f-+H- ft$H*4 T4 r Tt r ji r T:—--H-- -I cl P tH±ffrrrH H rtHTrHThrtT ft Li r4. tT HH1J t : HHtH - L4 j •.••-•-, -t±j f4 tr -H4 -k- - -;— - - vi FIT tHHt 1HbI f. F j - -1-• t4TtTT T1-1 i:rT J J 1 i JLZ T L tHti :LT 23172 Plaza Pointe Drive, Suite 145, Laguna Hills, CA 92653 1320 Willow Pass Road, Suite 667, Concord, CA 94520 .. 1629 K Street, Suite 300, Washington, DC 20006 - L. 4 4•4 L:F r ;ttrr.t F - i-IH-r 949954.7244 925.270.0755 202.681.2647 C 0 Engineering From The RE Ground up www—corestructure.com PROJECT NAME I NUMBER___________ DATE . ..PAGE#: 3172 Plaza Pointe Drive, Suite 145, Laguna Hills, CA 92653 949.954.7244 1320 Willow Pass Road, Suite 667, Concord, CA 94520 92270.0755 1629 K Street, Suite 300, Washington, DC 20006 202.681.2647 ETABS 2016 16.2.1 2/26/2018 OMF 02-26-2018.EDB Elevation View -A Joint Loads (EQ) 16 Rol Point Displacernerts X Story Lab$ PoIimsndDft 0000000 IL.4269471, O00351 ii Second Floor Allowable Drift:0.02x14x12/3 =1.12 1.42/1.3=1.092 1.092<1.12 OK First Floor A Base 17 C CORE STRUCTURE, INC Projcet Title Cannery Live Project # 60248 R E Date:Ordinary Steel Moment Frame Connection Design 8/1/2017 Design: AH Check: AD Key Assumptions: Frame Analysis shows adequacy of system for drift and strength check. Beam Flanges are welded by full penetration weld (CJP) to column flanges All plates are ASTM A572-Gr 50 All W-Sections are ASM A992 All forces are at the SD level (LRFD) All bolts are A325 SC Shear Tab welded on both side continuity plates where required, are OP welded to the column flange on beam side. a. Member Sections: Beam Section: W12X40 Col Section: W14X53 F.FTB IS OF OOt. COLUMN PER PLAN B.S. OF COLUMN NTINUI1YPIATEALION WITH BEAM FLANGE AS SHOWN. TOTAL MIN. THICKNESS SHALL NOTBE LESS THAN THEBM. M Ft.ANGETHKNESS 5116 F.P. T&B BEAM PER RAN ORDINARY MOMENT FRAME D (in) BF (in) TW (in) TF (in) Z (in'3) 11.90 8.01 0.295 0.515 57.000 13.90 8.06 0.370 0.660 87.100 Bf-Beam<=Bf-Column IiIJJI Member Forces from Analysis Beam: Mu-analysis = 1 821 k.ft Vu- Analysis = I Ilk Col: IMu = 287.41k.ft AISC 341-10-E1.6.b Enter value for LC: 1.2D +1.0 (0.5)L (See ASCE 7-10-2.3.2) IV-Emh = I 30.251kip I Emh = 2x1.lxRyxMp/Lcf Vu= 6.33k Pu= ilk Geometry Beam Clear Snan : Lcf= I 191ft c. Check Connection Falng Weld: Is Beam Flange Welded by OP weld to Column Flange: IYES Shear Tab Connection: Plate Thickness= 051in I Bolts are assumed to be spaced at 311 O.C. with 1.5' Edge Bolt Diamater 08751in Distance, See Detaile above. U of Bolts 2 18 C CORE STRUCTURE, INC. Projcet Title SPATARO RESIDENCE Project #, 60248 R E Ordinary Steel Moment Frame Connection Design Date 8/1/2017 Design: AH Check: AD Yield on Gross Section: OV,= 1.0x0.6xFAgv IAgv= I 31j2 Vn (K) 901> Vu(K)= 1 31.25I.] Shear Rupture: 4V = 0.75xO.6xF,Agn jAnv = 2 in A2 DVn (K)= I 58.51> Vu(K)= I 31.251.1 Block Shear: = 0.6.FA + UMF4 :5 0.6F,A., +UFAT, Ant= 1 in A2 Agv = L 2.25 in'2 0.6FyAgv = 1 67.51K Anv= 1.5 inA2 0.6FuAgv= 58.5 K bRn (K)=I 9263 1 > Vu(K)= I 3l.25s1 Shear Tab Thickness IS I Adequate! I Shear Tab Weld: Weld Thickness as multiple of 1/16: 1 ., 41 1Mm = 13 IMax = Is bRn (K)1 66.82 1> Vu(K)= I 31.25:' Weld Size IS Adequate! I Check Bolt Capacity: I 2f 7/8 7Diamater A325 AISC-341-Table 7-1 (Single Shear): IVn (K)= I 48.61> Vu(K)= I 31.25I.] - Bolt Connection Capacity IS Adequate! I 3. Column Shear Panel Zone: Cont. Plate t= 1 in Greater than Beam Flange Thickness Doubler Plate t= 0.5 in 1Mm = 13 IMax = 15 I DBLR Weld Size= 5 1/16 in DBLR Weld L = 6 inj Doubl. P1 weld length to Col. Flange, Less than Beam Depth Cont. PL Weld = 5 1/16 in Both Side? IYES JMin = 13 IMax = I Dist. to Col End= 1 1 ini Enter Top Cont. Plate Distance To Column End Applied Force = IMu/(D-tf) 1, 302,9 IKip I 19 R E C CORE STRUCTURE, INC. Projcet Title SPATARO RESIDENCE CORE STRUCTURE, Projecf # 70343 Date: 2/26/2018 Design: AH Check: AD Flange Local Bending: R. 6-25,t' J10.1 Reduce by 50% if less than D from Column End 0.51 cIRn (K)=I 6126 1< Vu(K)= 302.90 I(w/O Continuity PL) Load in each Continuity Plate = 120.82kip I Ib= I 3.35 un Continuity PlCapacity= 1 150.53 1> Vu(K)= 120.84S1 -(+N)Ft Web Local Yielding: R 5k ' J10.2 Reduce to 2.5k if less than D from k= 1.25Iin Column End 0.51 bRn (K)= 67.34 j< Vu(K)= 302.90 I(W/O Continuity P1) Load in each Continuity Plate = 117.781kip I Continuity P1 Capacity = 150.53 1> Vu(K)= I 117.78Jr__- I Web Crippling: '. J10.1 Reduce by50% if less than D/2 R, =0.80t 1±3wlt~ j i from Column End ji ç 0.51 Rn (K)=l 9271-4-77 Vu(K)= I 302.90IU I(W/0 Continuity PL) Load in each Continuity Plate = 105.361kip I Continuity P1 Capacity = 150.53 1> Vu(K)= I 105.361ri)j Continuity Plate Weld to Web: (Plate CJP to column flange on beam side, no further check From the Min Reisstance from above cases: Ru = I 120.81 in each continuity plate I Is Connection one sided? YES Continuity plate to opposite 5 Weld of Continuity Plate to Web of Column: falnge weld size (X 1/16") 21 ctRn1(K)=I 140.3 Weld of Continuity Plate to opposite flange of column: 2 Rn2 (K)=l 46.6 DRn (K)= 186.88 1> Ru (k)= I 120.82 I 20 Projcet Title C CORE STRUCTURE, INC. SPATARO RESIDENCE. Project # 60248 Date: 8/1/2017 r CORE STRUCTURE, INC. Design: AH E Check: AD Check for Doubler Plate: Per AISC 341-10 E1.6b; Panel zone shear strength check should be based on the beam end moments computed from the load combinations stipulated by the application of building code, NOT including the amolified seismic load. Mu= 82.0 ft.k Ru= 1 92.81 K IPc= I .7021k IPu/Pc= 0.0161 For J!!~O.41 = For F. > Q,4J A. = 0-6-~,dj. (' 1.4- P. ii Rn (K)1 138.86 1> Vu(K)= 1 92.7613 J(W/O Doubler PL) Shear in Doubler Plate = 1 0.001ki I Shear in Doubler Plate = I 136.08 I> Vu(K)= I 0.001Ii] I Weld of Doubler Plate to Flange of Column: Rn (K)=l 41.8 > Vu(K)= o.00plr _I 21 23172 Plaza Pointe Drive, Suite 145, Laguna Hills, CA 92653 949.954.7244 1320 Willow Pass Road, Suite 667, Concord CA 94520 9M.270.0755 129 K Street, Suite 300, Washington, DC 20006 202.681.2647 I 2.161 in 1.031< 2.: '031< 124.6 > 4.71 x Sqrt(E/Fy)= 18.4 ksi 16.2 ksi 0.9x FcrxAg= 114.61kips 1 23 C 0 CORE STRUCTURE, INC. Project Title Project # 50090 R I: Ordinary Steel Cantilever Column@Grid e Date 11/30/2015 Design: HI Check: HI C.L. ey Assumptions: I ,..- TTEELcOLUMN PER PlAN. 1- Lateral Load is imported from Wood Frame 2'2!!:4t / CONTINUOUS FOOTING OR PAF10 SOB PER PLAN, Analysis. i.e. R=6.5, and rho = 1, ASD level. T— Lateral load is increased for R=1.25 and SD RAG POLE FOCITFING. "iiLevel. :' PLATE 12 X 1A Pipe Columns or HSS columns are designed. - . {LJØ I PROVIDE MIN. 1"DRY PACK REDOING. redundancy factor can be considered. I4V For column analysis K of 2.1 is used. OSBOLTS V, LEVELING NUr. 6 Analysis for X and V directions are 1% I SPACED (9) 04 VERTICAL BARS EKWALLY. Independent J t - 7 For flag pole design QO = 1.25 is considered I NOTE: 8- Flage Pole calculations are Based on CBC2013- 90. SEE I I POUR B=OM PORTION Of FOOTING SETUP STEEL COWMN.THEN POUR UPPER PORTION. 1807.3.2.1 or 1807.3.2.2. Member Sections: rx (in) ry (in) lx (in A4) ty (in A4) Zx (in '3) Col Section: I F4SS5X5X1/2 1 1.82 1.82 26.001 26.001 13.10 Zy (inA3) Ag(in'2) Member Forces from Analysis 13.10 7.88 Column Load from Wood Frame Analysis: Column Load Modified for Design Ehx= 1.48 k (See Note 1 & 2) 1 Ehx= 1 1.481 k Ehv= 1.48 k I Ehv= 1,481 k 1.3 DL= 1k LL= 1k SDS= 0.7831g c. Geometry and Materail: Column Height (ft) I 9 ft Fy= 46ksi 1. Check Deflections: Allowable Defelction (ASCE 7-10-Table 12.12-1): Aa = 0.02 x hsx = Calculted Defelction: zX x Cd = 1.25x PL"3/(3EIx) = Ay x Cd = 1.25x p[A3/(3Elx) = 2. Check Strength: a. Axial Strength (LRFD): KL/r = Fe= Fcr = Pcn= Shape Fy (ksi) HSSRnd: 42 HSS Rect.: 46 Pipe: 35 C 0 CORE STRUCTURE, INC. Project Title R E Ordinary Steel Cantilever Column@GricJ e Project # 50090 Date 11/30/2015 Design: HT Check HT b. Flexural Strength (IRFD): Mnx= 0.9FyZx= 45.2 1 k.ft Mny= 0.9FyZy= I 45.2 k.ft LC1: (1.2+0.2SDS)DL+0.5LL+pE________ Pu = 1.91 K Pcn= I 114 6 kips • Pr/Pc= 1 0.02 Mux= 17.31 k.ft < j(DMnx= I 45.2 k.ft I 1 Muy= 17.31 k.ft bMny= 1 45.21 k.ft • Ic. Combined Actions - AISC 360- Hi-la and H1-1b: Deamand Capacity Ratio-X =0.39 < 1 ']MW Deamand Capacity Ratio-Y=+ "0.391< 1 1 I'] 13. Flag Pole Design: Square or Round? Square b= 2.5 ft Restrained at Surface ? YES Applied Lat. Load P (lb) = 1850 - lb h (from Surface) = 9 ft Allowable Passive = 250 PCF Max. Allowable Passive= 3000 PSF Initail Depth (d) = 4.85 Required Depth = 4,831ft I d=05Af I +(t+(4.36WA)]} (Equation 1$-1.) A = 2.34P1(S,b) j4.25Ph Ecivatlon 1$-2) 24 Calculated from QO x Max Cot Lateral Load User Can Modify from Column Height Change Initail Depth Until Required Depth matches closely with Initial Depth ------ RECEIVED MAY 302018 CITY OF CARLSBA BUILDING 1LDING DIVISION ELISE R9THSCHILD IJI o tt ntp o f a n c 0 AMY HARBERT irector ),D-t, Assistant Director DEPARTMENT OF ENVIRONMENTAL HEALTH FOOD AND HOUSING DIVISION P.O. BOX 129261, SAN DIEGO, CA 92112-9261 Phone: (858) 505-6659 FAX: (858) 505-6824 1 (800) 253-9933 www.sdcdeh.org PLAN APPROVAL SHEET DBA: Texas De Brazil DATE: 5/29/2018 SITE: 2525 El Camino Real #101, Carlsbad, CA PC #: DEH2018-FFPP-009235 BUSINESS OWNER: Texas de Brazil Plans are approved contingent upon the following: 1) Department of Environmental Health (DEll) stamped plans shall be maintained: at the iobsite and available for review at the:time of the inspection. 2) Changes to equipment layout, menu, or application must be submitted for approval. Changes made without approval will make the plan approval null and void. 3) Obtain local Building Department and all applicable agencies permits and approvals PRIOR TO FINAL INSPECTION AND APPROVAL TO OPERATE BY THIS DEPARTMENT 4) All food and utensil-related equipment shall be certified to applicable sanitation standards by an ANSI accredited testing agency. 5) Upon completion of 50%-80% of construction, call (858) 505-6660 to schedule an inspection. In lieu of a plumbing inspection by DEH, ensure that the plumbing is constructed to these standards: Floor sinks shall be installed V2 exposed and equipped with an appropriate grill cover if no access is provided for cleaning. Drain lines shall slope ¼" per foot, shall not exceed 15' in length and shall terminate a minimum of 1" above the floor sink with a legal air gap or otherwise approved by the enforcing agency. Drain lines shall not intersect walkways or door ways. c No condensate drainage of any kind can drain to the mop sink. 3-compartment sinks, preparation sinks, dump sinks, and any other plumbed equipment must dram indirect to a floor sink. Grease traps/interceptors, if required by the local waste water authority must be located outside of the food preparation, food storage, or warewashing areas. Floor surfaces must be sloped 1:50 to required floor drains. Conduits of all types shall be installed within walls as practicable. When otherwise installed, they shall be mounted or enclosed in a chase so as to facilitate cleaning. 6) Owners and/or operators must pass an approved and accredited Food Safety Certification course. Proof of successful completion of this course is to be furnished at the final inspection. 7) All equipment is to be in place and functional. At the time when the final inspection is requested, the facility shall have all utilities operational and all refrigeration shall have an ambient air temperature of 38F or below and shall be equipped with a thermometer accurate to +1- 2F in the warmest section of the unit. 8) Seal all cracks, gaps and crevices in counters, cabinets, around metal flashing, sink backsplashes, around pipes and conduits with silicone sealant. 9) AN Affi BALANCE.REPORT IS REQUIRED IF THE FACILITY HAS VENTILATION HOODS 10) ANY FOOD PROCESSING AREAS MUST BE COMPLETELY ENCLOSED OPERABLE WINDOWS MOVEABLE 11)Be advised, applic changes to anoroved ulans may i artment .of Environmental Health nlans Plans reviewed by: Muriel Galsim, REHS & Mickey Lay, EHT CALL (858) 505-6660 AT LEAST 10 WORKING DAYS IN ADVANCE TO SCHEDULE INSPECTIONS. A FINAL INSPECTION MUST BE CONDUCTED AND AN ENVIRONMENTAL HEALTH PERMIT SHALL BE ISSUED PRIOR TO OPENING AND OPERATING THIS FOOD ESTABLISHMENT. "Environmental and public health through leadership, partnership and science" BOARD OF BUILDING AND SAFETY COMMISSIONERS VAN AMBATIELOS PRESIDENT E. FELICIA BRANNON VICE PRESIDENT JOSELYN GEAGA-ROSENTHAL GEORGE HOVAGUIMIAN JAVIER NUNEZ CITY OF Los ANGELES CALIFORNIA ERIC GARCET1] MAYOR DEPARTMENT OF BUILDING AND SAFETY 201 NORTH FIGUEROA STREET LOS ANGELES, CA 90012 FRANK M. BUSH GENERAL MANAGER SUPERINTENDENT OF BUILDING OSAMAYOUNAN, P.E. EXECUTIVE OFFICER Welbilt RESEARCH REPORT: RR 24808 (Kolpak and Hardford Brands) (CSI # 13030) 2915 Tennesee Avenue N RECEIVED Parsons, TN 38363 Expires: January 1, 2019 MAY 23 2018 Issued Date: September 1, 2017 Attn: Tony Moffett Code: 2017 LABC CITY OF CARLSBAD (731) 847-5629 BUILDING DIVISION GENERAL APPROVAL —Clerical Modification - Kolpak Modular Walk-In Cooler/Freezers. DETAILS Panels for the coolers and freezer consist of aluminum or steel skins and a core of 4" thick Dow Chemical Company-Delta-Term AF 4500Noracor CE 157 foamed-in-place polyurethane having an average in-place density of 2.1 pounds per cubic foot. The panels are held together by use of Posi-Loc fastening devices along the edges. Flame spread and smoke density ratings per ASTM E84 are 20 and 130, respectively, for the core material. The self-ignition temperature of the foam per ASTM D-1929 is 950 F. Surface burning characteristics of the finished building unit shall not exceed 75 for flame spread and 450 for smoke developed, respectively. Kolpak freestanding walk-in coolers and freezers constructed of panels described above are approved with the following requirements: I. The coolers and freezers shall be installed in the interior of buildings. Height of units shall not exceed 10 feet. The aggregate floor area of the freestanding walk-in cooler and freezers shall be less than 400 square feet. The panels shall be considered combustible and may be used only in areas where combustible materials are permitted by the Code. Minimum thickness of the metal skins are 26 gage (0.019") for the aluminum coated galvanized steel, 0.038" for aluminum and 22 gage (0.030") for the stainless steel. RR 24808 Page 1 of LADBS G-5 (Rev.02/20/2014) AN EQUAL EMPLOYMENT OPPORTUNITY -AFFIRMATIVE ACTION EMPLOYER Kolpak RE: Kolpak Modular Walk-In Cooler/Freezer The panels shall be fabricated in the shop of a fabricator licensed by the Department and shall bear identification markings. Separate approval shall be required for electrical installations enclosed in the panel. Also, no electrical, plumbing or mechanical can be installed'after fabrication of the panels. DISCUSSION The Clerical Modification is to change the name of the petitioning organization. The report is in compliance with the 2017 City of Los Angeles Building Code. The approval is based on the foam plastic insulation requirements of Section 2603 and structural tests and analysis. Addressee to whom this Research Report is issued is responsible for providing copies of it, complete with any attachments indicated, to architects, engineers and builders using items approved herein in design or construction which must be approved by Department of Building and Safety Engineers and Inspectors. This general approval of an equivalent alternate to the Code is only valid where an engineer and/or inspector of this Department has determined that all conditions of this approval have been met in the project in which it is to be used. QUAN NGHIEM, Chief Engineering Research Section 201 N. Figueroa St., Room 880 Los Angeles, CA 90012 Phone- 213-202-9812 Fax- 213-202-9943 QN RR24808/ R08118/2017 TLB 17 003 02 2603 RR 24808 Page 2 of 2 (pty of Carlsbad Print Date: 04/30/2019 Permit No: PREV2018-0183 Job Address: 2525 El Camino Real, 101 Permit Type: BLDG-Permit Revision Work Class: Commercial Permit Revi5 Status: Closed - Finaled Parcel No: 1563020900 Lot #: Applied: 07/02/2018 Valuation: $0.00 Reference U: Issued: 10/23/2018 Occupancy Group: Construction Type Permit 04/30/2019 Finaled: U Dwelling Units: Bathrooms: Inspector: Bedrooms: Orig. Plan Check U: CBC2018-0080 Final Plan Check U: Inspection: Project Title: Description: TEXAS DE BRAZIL: REMOVE FRONT ENTRY ENCLOSURE / RELOCATE EXIT TO MALL / RELOCATE ELECTRICAL EQUIPMENT Applicant: Owner: AMKO CONTRACTORS INC R P I CARLSBAD LP DAVID KANG 16520 Bake Pkwy 1114 Avenue Of The Americas, Floor 45 Irvine, CA 92618-4668 New York, NY 10036-7700 949-533-4117 214-660-5232 x215232 FEE AMOUNT BUILDING PLAN CHECK ADMIN FEE $35.00 FIRE Expedited Plan Review Per Hour - Office Hours $132.00 MANUAL BUILDING PLAN CHECK FEE $975.00 Total Fees: $ 1,142.00 Total Payments To Date : $ 1,142.00 Balance Due: $0.00 Building Division 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 1 760-602-8560 1 I www.carlsbadca.gov kr7 0 PLAN CHECK REVISION OR Development Services c~iity of DEFERRED SUBMITTAL Building Division Carlsbad APPLICATION 1635 Faraday Avenue 760-602-2719 B-I 5 www.carlsbadca.gov Original Plan Check Number Z(- 00 Plan Revision Number 65 Project Address -2- ( £izto i2J, lUl 1 tf~'ia4 cr4 General Scope of Revision/Deferred Submittal: ,?J44I -c 4 n1re c400- yeL' co t< CONTACT INFORMATION: &- Name bctii J k~~Phone _ 63 6 Fax Address 14S2D_baLe___2 _fO City Zip 22—~~~ Email Address . Original plans prepared by an architect or engineer,'revisions must be signed & stamped by that person. 1. Elements revised: lans LI Calculations LI Soils LI Energy LI Other I P(P 2. Describe revisions in detail 3. List page(s) where each revision is shown PcJe i - 40 4z-6_4c,i4'7 - EX4- 30,0V kt qd Ac - A I ( e-/e c L 4_e7 t&j 4-,_(Jd 1k$ Teii c' -_pv4(2-0(zv , .n4_24i7(' ô 14 E02-1 bfr(ieIo4-,Croot cPek A- _((kfr A 12koy e-EJ A, C _O U44 1::~ LAq) 6) dd 441 Ag. I, i('( - 2- f4 /3eve.je Ioit p2- - Does this revision, in anyway, alter the exterior of the project? Liii Yes No Does this revision add ANY new floor area(s)? LI Yes No Does this revision affect any fire related issues? LI Yes Ix,, No Is this a complete set? J4, Yes LI No €'Signature Date ______________ 1635 Faraday Avenue, Carlsbad, CA 92008 Ph: 760-602- 2719 Fax: 760-602-8558 Email: building@carlsbadca.gov www.carlsbadca.gov CD1 "Circa Domini International, Inc. Engineering + Architecture 16520 Bake Parkway, Suite 100, Irvine, CA 92618 0 Phone (949) 336-6636 July 2, 2018 City of Carlsbad, CA Department of Building & Safety RE: Architectural & Engineering Plans Change for Texas de Brazil, Carlsbad, CA, Located at 2525 El Camino Real, Plan Check# CBC20 18-0080 To Whom It May Concern: We made following architectural & engineering changes due to field condition. Decided not to build front entry enclosure, thus removed references to the entry affecting all plans. See A-2 to A-5, A-7 and structural sheets. Emergency exit door to the mall has been relocated. See A-2 to A-S. All electrical gears including panels and MDP are inside tenant space near Service Entry door. See E-2. Added more details to ceiling affecting light locations. See A-S. S. The landlord has relocated roof opening for roof top units. See A-6 and M-3. Moved Cook & Hold Oven to below Hood B. See A-4, A-8.1 and M-2. Included the latest Hood spec sheets. See H-i to H-9 and M-2. Added 2 trough sinks at Beverage Station. See A-4, P-2. The landlord will provide 120/208V, 3 phase, 800 amps and not 277/480V service originally thought. See E-0. 1, 0.2 and E-2. Regards, David Kang RECEIVED 0 2 ZOt8 EsGilV/0 A SAFEbuiUCornpany DATE: AUG. 08, 2018 LI APPLICANT JURIS. JURISDICTION: CARLSBAD PLAN CHECK #.: CBC2018-0080 (REV. _1) - PREV 2018-0183 SET: II PROJECT ADDRESS: 2525 EL CAMINO REAL PROJECT NAME: TEXAS de BRAZIL - T.I. & ADDITION The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: DAVID KANG Telephone #: 949-533-4117 Date contacted: (by—,g) ' jai l5' Email: dkanqccdienq.com Mail Telephone Fax In Person , REMARKS: #j: The applicant to slip sheet Revised Set II Plans into Revised Set I Plans at the City; : Note on plans that details D2 & D3/A3 apply to the salad bar as well. *[Miscellaneous plan revisions due to field conditions. All disciplines are impacted. Replacement sets are submitted for review & approval]. By: ALl SADRE, S.E. Enclosures: EsGil 8/01 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • . Fax (858) 560-1576 EsGil A SAFEbuILt Company DATE: JULY 16, 2018 IJ APPLICANT J URIS. JURISDICTION: CARLSBAD PLAN CHECK #.: CBC2018-0080 (REV. _1) - PREV 2018-0183 SET: I PROJECT ADDRESS: 2525 EL CAMINO REAL PROJECT NAME: TEXAS de BRAZIL - T.I. & ADDITION The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's 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. LII The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: DAVID KANG Telephone #: 949-533-4117 Date ted:(I6b...- Email: dkangcdieng.com Fax In Person S:~RE~~MA~RKcellan'eS:Misous plan revisions due to field conditions. All disciplines are impacted. Replacement sets are submitted for review & approval. By: ALl SADRE, S.E. Enclosures: EsGil 7/02 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 C4RLSBAD CBC2018-0080 (REV. _1) - PREy 2018-0183 JULY 169 2018 (DO NOT PAY - THIS IS NOT AN INVOICE) VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PLAN CHECK #.: CBC2018-0080 (REV. _1) - PREV 2018-0183 PREPARED BY: ALl SADRE, S.E. DATE: JULY 16, 2018 BUILDING ADDRESS: 2525 EL CAMINO REAL BUILDING OCCUPANCY: B/A2; II-B/SPR. BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) PLAN REVISION Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code 1CB I By Ordinance 1997 UBC Building Permit Fee 1997 UBC Plan Check Fee I $976.001 Type of Review: i:i Complete Review o Structural Only Repetitive Fee Repeats * Based on hourly rate El Other Hourly 6.5 Hrs. @ * EsGil Fee $120.00 I $780.00I Comments: Sheet 1ofi CARLSBAD CBC2018-0080 (REV. _1) - PREy 2018-0183 JULY 169 2018 . GENERAL Please make all corrections, as requested in the correction list Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil and the Carlsbad Planning, Engineering and Fire Departments. Bring TWO corrected set of plans and calculations/reports to EsGil, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil is complete. 2. To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. . PLANS Please reflect door IOOA, on Sht. A5, as per Sht. A2, by grid point 2.7-D.5. Please clarify if the new roof opening (by landlord) is covered under this permit, as per Sht. A6 & narrative, If so, provide structural calc's & details; otherwise, state on Sht. Al, the plan check #, under which this change was approved. Please add Sht. GN, SI & SDI to the Sht. Index & add them to the replacement sets, as per original sets. Revise 30" to 36" on detail B/A7, as per elevation. Sec. II B-405.9.2. Label doors in wine-cellar on Sht. A3 & add them to dr. schedule on A8. Add dimensions for the glazing, in grill-room & wine-cellar. In wine-cellar, label what looks like a bench, on Sht. A2. Add a section through it indicating the required 60" clear space in front of each door is maintained. Baby stations cannot be in HC stalls, as shown on A2, A3 & A9. Sec. II B-226.4. The jurisdiction has contracted with EsGil, located at 9320 Chesapeake Dr., #208, S.D., CA 92123; Tel: 858/560-1468, to perform the plan review for your project. If you have any questions regarding these items, please contact ALl SADRE, S.E. at EsGil. Thank you.