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Home My WebLink About2525 EL CAMINO REAL; ; CB162334; PermitPrint Date: 10/23/2018 Permit No: CB162334 Job Address: 2525 El Camino Real Permit Type: BLDG-Commercial Work Class: Tenant Improvement Status: Closed - Finaled Parcel No: 1563020900 Lot #: Applied: 06/15/2016 Valuation: $5,905,620.00 Reference U: Issued: 08/10/2016 Occupancy Group: Construction Type: Permit Finaled: U Dwelling Units: Bathrooms: Inspector: MCoIl Bedrooms: Orig. Plan Check U: Final Plan Check U: Inspection: 10/23/2018 12:25:11PM Project Title: Description: TI - COMM THE SHOPPES AT CARLSBAD: 129,000 SF TENANT IMPROVENT TO MALL CONCOURSE & BATHROOMS Applicant: Owner: STEVEN RUIZ PLAZA CAMINO REAL LP 3500W Burbank Blvd Burbank, CA 91505-2235 2049 Century Park E, Floor 41 818-9ñ-5080 Los Angeles, CA 90067-3101 615-367-8311 Total Fees: - Total Payments To Date: Balance Due: 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 ; THE FOLLOWING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE: PLANNING EJENGINEERING DBUILDING [--]FIRE LHEALTH EIHAZMAT!APCD Building Permit Application Plan Check No. CSI (so. Z39 Est. Value 5 g 05, C,7'city of 1635 Faraday Ave., Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Cdr-Isbad Plan Ck. Deposit email: building@carlsbadca.gov Date • I (a IswPPPI www.carlsbadca.gov JOB ADDRESS - I 2525 El Camino Real I SUITE#/SPACE#/UNII# lAl'N 156 - 302 - 08 - Jr/PROJECT# LOT# PHASE# #OFUNITS #BATHROOMS ITENANTBUSINESSNAME IcONSTR.TYPE I OCC. GROUP I #BEDROOMS The Shoppes at Carlsbad Ill-B M DESCRIPTION OF WORK: Include Square Feet of Affected Area(s) Remove existing ceilings, lights, flooring, concourse wall finish, balustrade and seating areas, Replace with new ceilings, lights, - flooring, balustrade and seating areas, 4 new single occupancy toilet rooms and 2 new high low drinking fountains, approximately 65,000sf on the lower level and 64,000sf on the upper level; total 129,000sf EXISTING USE I PROPOSED USE GARAGE (SF) PATIOS (SF) I DECKS (SF) FIREPLACE AIR CONDITIONING FIRE SPRINKLERS Retail Mall Retail Mall YES [D#. NO[2] I YES lZlNOIlI YES IZINOII APPLICANT NAME Steven Ruiz, LDA Design Group PROPERTY OWNER NAME Kyle Godat, Rouse Properties Primary Contact ADDRESS ADDRESS 3500 W Burbank Blvd 555 Broadway Suite 1019 Clri' STATE ZIP CITY STATE ZIP Burbank CA 91505 Chula Vista CA 91910 PHONE IFAX PHONE IFAX 818-972-5080 818-848-3895 619-427-6701 EMAIL . EMAIL stevenr(ldadesigngroup.com kyle.godat(rouseproperties.com DESIGN PROFESSIONAL - Donald D. Linane AlA CONTRACTOR BUS. NAME Rob Prather Whitinq Turner Contractina Co ADDRESS ADDRESS 3500W. Burbank Blvd 250 Commerce Street, Suite 150 CITY STATE ZIP CITY STATE ZIP Burbank CA 91505 Irvine CA 92602 PHONE FAX PHONE FAX 818-972-5080 818-848-3895 949-863-0800 I EMAIL EMAIL donl@ldadesigngroup.com Rob. Prathercwhiting-turner.com I STATE UC. U STATE LIC.0 I civss I CITY BUS. LIC.# C-18772 I I (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)). c!ØO(3IO3° GO€30®1 Workers' Compensation Declaration: I here by' affirm under penalty of perjury 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 ] I have and will maintain workers' compensation, as required by Section 370001 the Labor Code, for the performance 01 the work for which this permit is issued. My workers' compensation Insurance carrier and policy number are: Insurance Co. Policy No. Expiration Date This secion need 001 be completed if the permit is for one hundred dollars ($100) or less. [J 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 (114100,000), In addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest and attorney's fees. CONTRACTOR SIGNATURE ' 0 AGENT DATE ®oowó0000 C)O O®) I hereby affirm that! am exempt from Contractor's License Law for the following reason: E] 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 loan owner of properly 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 properly, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply loan 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 Oyes llNo I (have! have not) signed an application for a building permit for the poposed work. I have contracted with the following person (firm) to provide the proposed construction (include name address! phone! contractors' license number): I plan to provide portions of the work, bull have hired the following person to coordinate, supervise and provide the major work (include name! address! phone/contractors' license number): I will provide some of the work, butt have contracted (hired) the following persons to provide the work indicated (include name! address! phone! type of work): ,.PR0PERTY OWNER SIGNATURE []AGENT DATE fl a; Is the applicani or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? Ir I . Yes ...No Is the applicant or future building occupant required to obtain a permit from the air pollution control .district or air quality management district? Yes I No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site' it r Yes I No IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. r, ;0 fsr I hereby affirm that thereis a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (I) Civil Code). Lender's Name Lenders Address I certify, thakl have read the appltcationandstete that the abovetnformalion Is correct and that the information on th e plans is accurate.I agree to comply with all City ordinal ncesand State laws ielatingto but Idling censtouchan. 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. OSHAcAn OSFtAperrnit is required excavations over 5' deep and demolition orcenslruction of structures over 3 stories in height EXPIRA11ON: Every permit issued by the Buikting Offidal unde'r tie provisons of this Code shall expire by Imitation and become nut and void it the building or work authorized by such permit is not commenced within 180 days from 66 date of such permit or if llie buildling or work authorized by such I permit is suspended or abandoned at any time after the work is oorniTlenoed for a period of 180 days (Section 14.4 Uniform Building Code). ZAPPLICANT'S SIGNATURE DATE Fax (760) 602-8560 Email build inç(EDCarlsbadCa.gov or Mail the crmpléted 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 EMAIL . . . . OCCUPANT'S BUS. LIC. No. DELIVERY OPTiONS 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 TOOTHER: '. . CHANGE OF USE/ NO CONSTRUCTION .APPUCANT'S SIGNATURE -, . . - DATE . STOP: THIS SECTION NOT REQUIRED FOR BUILDING PERMIT ISSUANCE. Completethe following ONLY, if a Certificate of Occupancy will be requested at final inspection. I CERTI F ICATE O C CU PANCY I (Com m ercial . . •I1Wj Permit Type: BLDG-Commercial Application Date: 06/15/2016 Owner: PLAZA CAMINO REAL LP Work Class: Tenant Improvement Issue Date: 08/10/2016 Subdivision: CARLSBAD TCT#76-18 Status: Closed - Finaled Expiration Date: 03/06/2019 Address: 2525 El Camino Real Carlsbad, CA 92008 IVR Number: 715216 Scheduled Actual Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Date Start Date Checklist Item COMMENTS Passed BLDG-Building Deficiency Ongoing, partial Yes BLDG-Building Deficiency Ongoing, lower/upper concourse EM/Exit Yes lighting & signage BLDG-Building Deficiency Ongoing Yes BLDG-Building Deficiency Ongoing, lower level community restrooms. No Under counter clearances at sink not met. BLDG-Building Deficiency See card for Rm. 112113215 No' BLDG-Building Deficiency Partial Yes 10/23/2018 10/23/2018 BLDG-Final 073383-2018 Passed Michael Collins Complete Inspection - Checklist Item COMMENTS Passed BLDG-Building Deficiency Ongoing, lower/upper concourse EM/Exit Yes lighting & signage BLDG-Building Deficiency Ongoing, partial Yes BLDG-Building Deficiency . Ongoing, lower level community restrooms. No Under counter clearances at sink not met. BLDG-Building Deficiency - Ongoing Yes BLDG-Building Deficiency Yes BLDG-Building Deficiency Partial Yes BLDG-Building Deficiency See card for Rm. 112,113,215 No October 23, 2018 Page 8 of 8 Permit Type: BLDG-Commercial Application Date: 06/15/2016 Owner: PLAZA CAMINO REAL LP Work Class: Tenant Improvement Issue Date: 08/10/2016 Subdivision: CARLSBAD TCT#76-18 Status: Closed - Finaled Expiration bate: 03/06/2019 Address: 2525 El Camino Real Carlsbad, CA 92008 IVR Number: 715216 Scheduled Actual S Date 13 D Inspection a Date Type Inspection No. Inspection Status Primary Inspector Reinspection Complete r Checklist lten COMMENTS Passed BLDG-Building Deficiency Ongoing Yes BLDG-Building Deficiency Ongoing, partial Yes BLDG-Building Deficiency - - Ongoing, lower/upper concourse EM/Exit Yes lighting & signage BLDG-Building Deficiency Partial Yes 05/25/2018 05/25/2018 BLDG-Final 059168.2018 Failed Michael Collins Reinspection Complete Inspection Checklist Item COMMENTS ' Passed BLDG-Building Deficiency Not ready No BLDG-Building Deficiency Lower level single compartment restrooms Yes only BLDG-Building Deficiency . Ongoing Yes BLDG-Building Deficiency Cancelled, duplicate, No BLDG-Building Deficiency 05/25/2018 Contracthr not on site No BLDG-Building Deficiency Not ready , No 05/31/2018 05/31/2018 BLDG-Final 059650-2018 Failed Michael Collins Reinspection Inspection Checklist Item COMMENTS ,. Passed BLDG-Building Deficiency Ongoing Yes BLDG-Building Deficiency Ongoing, partial Yes BLDG-Building Deficiency Ongoing, lower level community restrooms. No Under counter clearances at sink not met. - BLDG-Building Deficiency Ongoing, lower/upper concourse EM/Exit Yes lighting & signage BLDG-Building Deficiency Partial .. . Yes Complete 08/20/2018 08/20/2018 BLDG-Final 067455-2018 Failed Michael Collins Reinspection Complete Inspection Checklist Item. COMMENTS Passed BLDG-Building Deficiency Ongoing, lower level community restrooms. No Under counter clearances at sink not met. BLDG-Building Deficiency Ongoing, lower/upper concourse EM/Exit - Yes lighting & signage BLDG-Building Deficiency Ongoing, partial Yes BLDG-Building Deficiency Ongoing Yes BLDG-Building Deficiency See card for Rm. 112,113,215 - No BLDG-Building Deficiency Partial , - Yes 08/22/2018 06/06/2018 BLDG-Fire Final 058897-2018 -Passed Cindy Wong - Complete Checklist Item COMMENTS Passed FIRE- Building Final S Yes 09/07/2018 09/07/2018 BLDG-Final 069226-2018 Failed Paul Burnette Reinspection Complete Inspection October 23, 2018 Page 7 of 8 Permit Type: BLDG-Commercial Application Date: 06/15/2016 Owner: PLAZA CAMINO REAL LP Work Class: Tenant Improvement Issue Date: 08/10/2016 Subdivision: CARLSBAD TCT#76-18 Status: Closed - Finaled Expiration Date: 03/06/2019 Address: 2525 El Camino Real Carlsbad, CA 92008 IVR Number: 715216 Scheduled Date Actual. Start Date Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete BLDG-Final 060783.2018 Failed Michael Collins Reinspection Complete Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency Not ready No BLDG-Building Deficiency Not ready / No 05/16/2018 0511612018 BLDG-Final 058101.2018 Partial Pass Michael Collins Reinspection Incomplete Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency Ongoing Yes BLDG-Building Deficiency Not ready No BLDG-Building Deficiency - Not ready No 05/2112018 05/21/2018 BLDG-Final 058577.2018 Cancelled Michael Collins Reinspection Complete Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency Ongoing Yes BLDG-Building Deficiency Not ready No BLDG-Building Deficiency Cancelled, duplicate No BLDG-Building Deficiency Not ready - No Checklist Item COMMENTS Passed BLDG-Building Deficiency Ongoing, partial No BLDG-Building Deficiency Partial No 05/22/2018 05/22/2018 BLDG-Final 058787-2018 Partial Pass Michael Collins Reinspection Incomplete Inspection - Checklist Item COMMENTS Passed BLDG-Building Deficiency -Cancelled, duplicate No BLDG-Building Deficiency Not ready No BLDG-Building Deficiency Lower level single compartment restrooms Yes only BLDG-Building Deficiency Ongoing . Yes BLDG-Building Deficiency Not ready No 05123/2018 05/23/2018 BLDG-Final 058891-2018 Partial Pass . Michael Collins Reinspection Incomplete Inspection - - Checklist Item COMMENTS Passed BLDG-Building Deficiency Ongoing - - No BLDG-Building Deficiency Ongoing, partial - - ' No BLDG-Building Deficiency Partial , No 05/24/2018 05/24/2018 BLDG-Final 059091-2018 Partial Pass Michael Collins Reinspection Incomplete Inspection October 23, 2018 - - Page 6of8 Permit Type: BLDG-Commercial Application Date: 06/15/2016 Owner: PLAZA CAMINO REAL LP Work Class: Tenant Improvement Issue Date: 08/10/2016 Subdivision: CARLSBAD TCT#76-18 Status: Closed - Finaled Expiration Date: 03/06/2019 Address: 2525 El Camino Real Carlsbad, CA 92008, IVR Number: 715216 Scheduled Actual Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Date Start Date Checklist Item COMMENTS Passed BLDG-Building Deficiency Restroom #3, Lower level , No , BLDG-14 0 No Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout No BLDG-34 Rough Electrical '• No BLDG-44 No Rough-Ducts-Dampers - 0511812017 05/18/2017 BLDG-44 023771.2017 Partial Pass Michael Collins Reinspection Incomplete Rough/Ducts/Dampe rs Checklist Item COMMENTS ' Passed BLDG-Building Deficiency ' Yes 12/20/2017 12/20/2017 BLDG-Final 043892.2017 Failed , Michael Collins Reinspection Complete Inspection Checklist Item , COMMENTS Passed BLDG-Building Deficiency , No BLDG-Plumbing Final , - ' No BLDG-Mechanical Final 0 No BLDG-Structural Final No BLDG-Electrical Final No 12/21/2017 12/21/2017 BLDG-Final 044106-2017 Partial Pass . Michael Collins Reinspection Incomplete Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency Partial . , - No 03/01/2018 03/01/2018 BLDG-34 Rough 050199-2018 Failed Michael Collins Reinspection Complete Electrical Checklist Item COMMENTS 0 Passed BLDG-Building Deficiency No ready No BLDG-Final 050200.2018 Failed Michael Collins Reinspection Complete Inspection - Checklist Item COMMENTS Passed BLDG-Building Deficiency Not ready ' No 03/06/2018 03/06/2018 BLDG-34 Rough 050782-2018 ' Partial Pass Michael Collins Reinspection Incomplete Electrical - - Checklist Item COMMENTS , Passed BLDG-Building Deficiency 2 & 4 inch conduit only to center concourse Yes elevator. BLDG-Building Deficiency No ready - No October 23, 2018 Page 60f8 Permit Type: BLDG-Commercial Application Date: 06/15/2016 Owner: PLAZA CAMINO REAL LP Work Class: Tenant Improvement Issue Date: 08/10/2016 Subdivision: CARLSBAD TCT#76-18 Status: Closed - Finaled Expiration Date: 03/06/2019 Address: 2525 El Camino Real Carlsbad, CA 92008 IVR Number: 715216 Scheduled Actual Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Date Start Date Checklist Item COMMENTS .Passed BLDG-Building Deficiency No BLDG-14 No Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout No BLDG-34 Rough Electrical No BLDG-44 No Rough-Ducts-Dampers - 05/04/2017 05/04/2017 BLDG-17 Interior 022363.2017 Passed Michael Collins Complete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Suspended hard lid at Line G-H & 1-16 Yes BLDG-86 T-Bar, 022364-2017 Partial Pass Michael Collins Reinspection Incomplete Ceiling Grids, Overhead Checklist Item COMMENTS Passed BLDG-Building Deficiency Hard lid at Line G-H & 1-4 only. Yes BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical Yes BLDG-44 . Yes Rough-Ducts-Dampers 05/08/2017 05/08/2017 BLDG-85 T-Bar, 022714-2017 Partial Pass Michael Collins Reinspection Incomplete Ceiling Grids, Overhead Checklist Item COMMENTS - Passed BLDG-Building Deficiency -Hard lid at Line G-H & 1-4 only. Yes BLDG-14 Partial hard lid Yes Frame-Steel-Bolting-Welding (Decks) BLDG-14 Yes Frame-Steel-Bolting-Welding . (Decks) BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical . Yes BLDG-44 - Yes Rough-Ducts-Dampers - 05/12/2017 05/12/2017 BLDG-84 Rough 023250.2017 Failed Michael Collins Reinspection Complete Combo(14,24,34,44) -. October 23, 2018 Page 4 of 8 Permit Type: BLDG-Commercial Application Date: 06/15/2016 Owner: PLAZA CAMINO REAL LP Work Class: Tenant Improvement Issue Date: 08/10/2016 Subdivision: CARLSBAD TCT#76-18 Status: Closed - Finaled. Expiration Date: 03/06/2019 Address: 2525 El Camino Real Carlsbad, CA 92008 IVR Number: 715216 Scheduled Actual Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Date Start Date Checklist Item COMMENTS Passed BLDG-14 Partial soffit frame, see card. Yes * Frame-Steel-bolting-Welding (Decks) BLDG-34 Rough Electrical - Yes I 03/2812017 03/28/2017 BLDG-14 017818-2017 Passed Michael Collins Complete Frame/Steel/Bolting! Welding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency Lower/upper soffit frame, Line G2-G3 & Yes 1-13, 20-23, 201-202 & E-CC. Planter frame/ electrical at elevator: 04/05/2017 04/05/2017, BLDG-84 Rough 018899-2017 Failed Michael Collins Reinspection Complete Combo(14,24,34,44) Checklist Item COMMENTS Passed BLDG-Building Deficiency -' No BLDG-14 No Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout , No BLDG-34 Rough Electrical No BLDG-44 . No Rough-Ducts-Dampers 04/12/2017 04/12/2017 BLDG-81 019837-2017 Passed . Michael Collins Complete Underground - Combo(11,12,21,31) Checklist Item COMMENTS Passed BLDG-21 Waste per deputy insp. report at Line Yes Underground-Underfloor M-XIG-H Plumbing BLDG-31 Conduit only per deputy insp. report at Line. Yes Underground-Conduit Wiring 20-X 04/18/2017 04/18/2017 BLDG-12 Steel/Bond 020338.2017 Failed Michael Collins Reinspection Complete Beam Checklist Item COMMENTS Passed BLDG-Building Deficiency No 04/25/2017 04/25/2017 BLDG-85 T-Bar, 021187-2017 Failed Michael Collins . Reinspection Complete Ceiling Grids, Overhead 1 October 23, 2018 . Page 3of8 Permit Type: BLDG-Commercial Application Date: 06/15/2016 Owner: PLAZA CAMINO REAL LP Work Class: Tenant Improvement Issue Date: 08/10/2016 Subdivision: CARLSBAD TCT#76-18 Status: Closed - Finaled Expiration Date: 03/06/2019 Address: 2525 El Camino Real Carlsbad, CA 92008 IVR Number: 715216 Scheduled Actual Date Start Date Inspection Type Inspection No.\ Inspection Status Primary Inspector Reinspection Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Conduit only, along Line G3. See card. Yes 02/23/2017 02/23/2017 BLDG-12 Steel/Bond 014367-2017 Partial Pass Paul York - Reinspection Incomplete Beam / Checklist Item COMMENTS Passed BLDG-Building Deficiency -. . No 02/28/2017 02/28/2017 BLDG-12 Steel/Bond 014906.2017 Passed Michael Collins Complete Beam Checklist Item . COMMENTS Passed BLDG-Building Deficiency Slab dowels at Line 10.5-20 & G-G.3 Yes BLDG-21 014908.2017 Passed Michael Collins Underground/Underf loor Plumbing Checklist Item - COMMENTS '- Passed BLDG-Building Deficiency Waste Only at restrooms, Rm 112-113 Yes BLDG-31 014909-2017 Passed Michael Collins Underground/Condu -. it - Wiring - Complete Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Conduit only, Line) 0.5-20 & G-G.3 Yes BLDG-44 014907.2017 Passed Michael Collins - Complete Rough/Ducts/Dampe rs Checklist Item COMMENTS - Passed BLDG-Building Deficiency Duct sealing at Line Fl-H -. Yes 03/02/2017 03/01/2017 BLDG-21 015023-2017 Passed Michael Collins Complete Underground!Underf - loor Plumbing Checklist Item COMMENTS . Passed BLDG-Building Deficiency Waste only, lower restrooms at Rm Yes 148-149. Checklist Item COMMENTS . - Passed BLDG-Building Deficiency Waste only, restrooms at Rm. 148-149. •. Yes 03/03/2017 03/03/2017 BLDG-84 Rough 015355.2017 Passed Michael Collins Complete Combo(14,24,34,4.4) - October 23,2018 - . Page 2of8 Permit Type: BLDG-Commercial Application Date: 06/15/2016 Owner: PLAZA QAMINO REAL LP Work Class: Tenant Improvement Issue Date: 08/10/2016 Subdivision: CARLSBAD TCT#76-18 Status: Closed - Finaled Expiration Date: 03/06/2019 Address: 2525 El Camino Real Carlsbad, CA 92008 IVR Number: 715216 Scheduled Actual Date Start Date Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete 0112312017 01/23/2017 BLDG-91 010631-2017 Passed Michael Collins Complete Complaints Inspection NOTES Created By TEXT : Created Date Rachel Cross PRE CONSTRUCTION MEETING 01/20/2017 Michael Collins Pre-con with Whiting-Turner. 01/23/2017 01/27/2017 01/27/2017 BLDG-21 011591.2017 Failed-Construction Paul York - - Reinspection Complete Underground/Underf Change Needed - loor Plumbing - Checklist Item COMMENTS . Passed BLDG-Building Deficiency No 02/0212017 02/02/2017 BLDG-21 012315.2017 Passed Michael Collins Complete Underground/Underf loor Plumbing Checklist Item ..- COMMENTS . Passed BLDG-Building Deficiency Waste at Line 3-7.2 & G-G.3 Yes NOTES Created By TEXT - Created Date Michael Collins Waste at Line 3-7.2 & G-G.3 02/02/2017 02/07/2017 02/07/2017 BLDG-21 012817.2017 'Passed Michael Collins ' Complete Underground/Underf loor Plumbing Checklist Item COMMENTS Passed BLDG-Building Deficiency 6" sanitary, Line 7.5-11.5 & G.3. Yes NOTES Created By TEXT Created Date Michael Collins 6" waste at Line 7.5-11.5 & G.3 02/07/2017 02/13/2017 02/10/2017 BLDG-21 013341.2017 Partial Pass Paul York Reinspection Incomplete Underground/Underf - loor Plumbing - Checklist Item COMMENTS Passed BLDG-Building Deficiency No 02/16/2017 02/16/2017 BLDG-21 013897.2017 Passed Michael Collins - Complete Underground/Underf loor Plumbing Checklist Item COMMENTS Passed BLDG-Building Deficiency Underground waste & partial vent stack at Yes / Line 15-19.5 & G3. 02/17/2017 02/17/2017 BLDG-31 014051.2017 Passed Michael Collins Complete tJnderground/Condu it - Wiring October 23, 2018 Page 1 of 8 (Tv O CARLSBAD gn INSPECTION RECORD Buildin ID INSPECTION RECORD CARD WITH APPROVED PLANS MUST BE KEPT ON THE JOB El CALL BEFORE 3:30 pm FOR NEXT WORK DAY INSPECTION El FOR BUILDING INSPECTION CALL: 760-602-2725 OR GO TO: www.CarIsbadca.gov/BuiJdin AND CLICK ON "Request Inspection" DATE: P't- in- i(r) C8 162334 2525 EL CAMINO REAL THE SHOPPES AT CARLSBAD: 129,00 SF TENANT IMPROVENT TO MALL CONCOURSE & BATHROOMS TI COMM Lot#: STEVEN RUIZ If 'YES" is please call For Inspection 760-602-8560, checked below that Division's approval is required pjior to re yeiting a Final the applicable divisions at the phone numbers provided below. After all email to bldginsnections@carlsbadca.gov or bring in a COPY of timet or to speak to an Inspoctow raIl 731J.)3-2 700 betwets Required Prior to Requesting Building Final If Checked YES Building required this card 0am-8:00am Inspection. If you have any questions approvals are signed off- fax to to: 1635 Faraday Ave., Carlsbad. the day of your lm'poctiim. I'If1P1 1!II1ta74.1. M-M —F ire Prevention 760-6024660 Allow 48 hour., NMI 11 I Type of Inspection Type of Inspection #11 FOUNDATION coz;c # ELECTRICAL #31 D ELECTRIC UNDERGROUND DUFER Date ofO3/fl Inspector NO #12 REINFORCED STEEL #34 ROUGH ELECTRIC 'EL3- #66 MASONRY PRE GROUT #33 0 ELECTRIC SERVICE 0 TEMPORARY 0 GROUT 0 WALL DRAINS #35 PHOTOVOLTAIC #10 T1LTPANELS #39 FINAL #11 POUR STRIPS #11 COLUMN FOOTINGS #41 UNDERGROUND DUCTS& PIPING #14 SUBERAME 0 FLOOR 0 CEILING #44 EIDUCT&PLENUM 0 REF. PIPING #15 ROOF SHEATHING Os #43 HEAT-AIR COND. SYSTEMS #13 EXT. SHEAR PANELS #49 FINAL #16 INSULATION #18 EXTERIOR LATH #81 UNDERGROUND (11,12,21,31) #17 INTERIOR LATH & DRYWALL .5/b4f ('1 (vj& #82 DRWALL,EXT LATH, GAS TES (17,18,23) #51 POOL EXCA/STEEL/ BOND/ FENCE #83 ROOF SHEATING, EXT SHEAR (13,15) #55 PREPLASTER/FINAL #84 FRAME ROUGH COMBO (14,24,34,44) 65/t(Z/ (7 Mc #19 FINAL #85 T-Bar (14,24,34,44) #22 D SEWER &BL/CO DPL/CO Date Inspector #89 FINAL OCCUPANCY (19,29,39,49) Dat Inspector I1 #21 UNDERGROUND DWASTEDWTR 04.1(Lt'tl W, #24 TOPOUT OWASTE DWTR A/S UNDERGROUND VISUAL #27 TUB & SHOWER PAN A/S UNDERGROUND HYDRO #23 OGASTEST OGASPIPING A/S UNDERGROUND FLUSH #25 WATER HEATER A/S OVERHEAD VISUAL #28 SOLAR WATER A/S OVERHEAD HYDROSTATIC #29 FINAL A/S FINAL STORM WATER F/A ROUGH-IN #600 PRE-CONSTRUCTION MEETING I F/A ANAL #603 FOLLOW UP INSPECTION FIXED EXTINGUISHING SYSTEM ROUGH-IN #605 NOTICE TO CLEAN FIXED EXTING SYSTEM HYDROSTATIC TEST #607 WRITTEN WARNING FIXED EXTINGUISHING SYSTEM FINAL #609 NOTICE OF VIOLATION MEDICAL GAS PRESSURE TEST #610 VERBALWARNING MED!AGAS FINAL REV 1012012 SEE BACK FOR SPECIAL NOTES RECORD COPY Section 5416. Health and Safety Code, State of California There shall be not less than one water closet for each 20 employees or fractional part thereof working at a construction job site. The water closet shall consist of a patented chemical type toilet. For the purpose of this section the term construction site shall mean the location on which actual construction of a building is in progress. A violation oVthis section shall constitute a misdemeanor. All construction or work for which a permit is required shall be subject to inspection and all such construction or work shall remain accessible and exposed for inspection purposes until approved by the inspector. Work shall not be done beyond the point indicated in each successive inspection without first obtaining the approval of the inspector. fl A T ADDITIONAL NOTES i ___ - Y+llfl ktM L-4.J 1.l - tt 0 .. W- c I i Jt? f dL1 rZjl&(11 LOcE &J46tt iJ r L.4 fr7fr7 .4v2M!, u,Mt_r I - t_1I't -K cr" 63 Li: er2 rAdC€L /,.-- A-t t I z ____ 6-A6 D44-L4 4' l_tc *1 j .6 Z' r . LL- A 4 L-(4& A4.Lfr1 7. Q(° A- 2tu tu-415 V>4 ftz rL.-A y5- T l cb6z LlL fIa QLL4 t44- /2-i' y1,7 61,7L 4~44 o- 1b L--&V 4 Lt LArEQ /z4L r t4 4/1-20 bt'bL (zc4 £ettut bt4.( A "415 4A - .s/6.-f 4. -zo - t. ?- Is , M- ±1r( jpi6. ___ ____ ____ 72btL. b?ur( jf' 6O4 L-tt 1oeie, Eci> rL..Ut-$i4 A L.t,.Lc t-4• txyostwr z1 AL( RECORD COPY Section 5416. Health and Safety Code, State of California There shall be not less than one water closet for each 20 employees or fractional part thereof working at a construction job site. The water closet shall consist of a patented chemical type toilet. For the purpose of this section the term construction site shall mean the location on which actual construction of a building is in progress. (C) A violation of this section shall constitute a misdemeanor. All construction or work for which a permit is required shall be subject to inspection and all such construction or work shall remain accessible and exposed for inspection purposes until approved by the inspector. Work shall not be done beyond the point indicated in each successive inspection without first obtaining the approval of the inspector. DATE ADDITIONAL NOTES beA,r'' &49 W f& It LAt1O or LJM- 42ub - u 4 2ot - 22 * At 1- J .1/1Dt( _____ t'uç' 1ft6 L- rl-4ciar 4e- 1A44RMi 44LLx (.-(& 10 ZZ 1P z M 1 P 24entr EPk o 9 LJ cQUL k'( ( (e k cQ (.et'ptrn ML- hf8Q 1.- °-tfte. A44Cp&S VOA&Jlk~o ç ' t-L te -- iflt. ___ LcQJc /CI Al— _____ L-OL4 tZ.ôtE. 4.r 4ij— Stt-E RECORD COscey Health and Safety Code, State of California (a), There shall be not less than one water closet for each 20 employees or fractional part thereof working at a construction job site. The water closet shall consist of a patented chemical type toilet. (b) For the purpose of this section the term constru&tion site shall mean the location on which actual construction Of a building is in progress. (C) A violation of this section shall constitute a misdemeanor. All construction or work for which a permit is required shall be subject to inspection and all such construction or work shall remain accessible and exposed for inspection purposes until approved by the inspector. Work shall not be done beyond the point indicated in each successive inspection without first obtaining the approval of the inspector. DATE ADDITIONAL NOTES I•c VJL\ e e4) L e-u ' KLEINPELDEIc' Bright People. Right Solutions. 20172781.00IA FINAL REPORT FOR SPECIAL INSPECTION AND MATERIALS TESTING Date: December 20, 2017 To: City of Carlsbad Building Department 1635 Faraday Avenue Carlsbad, California 92008 SUBJECT: SATISFACTORY COMPLETION OF WORK REQUIRING SPECIAL INSPECTION AND MATERIAL TESTING PERMIT NO. CB162334 PROJECT ADDRESS: 2526 El Camino Real, Carlsbad, California We declare under penalty of perjury that, to the best of our knowledge, all the work listed below requiring special inspection, material sampling and testing, including the off-site fabrication of building components for the struôturels constructed under the subject permits is in conformance with the approved plans, the inspection and observation program and other construction documents, and the applicable workmanship provisions of the California Building Code Executed On this 20th day of December 2017 MONTH' '.YEAR Special lnspection'and Materials Testing covered by this final report include the specific inspection and testing services described 'in our Daily Field Reports summarized as: Checking the placement of reinforcing steel, Observation, sampling, and laboratory testing of concrete test specimens and observation of epoxied in dowels. A. ' If the inspection services were provided by. an approved materials testing laboratory or special inspection agency: RESPONSIBLE MANAGING ENGINEER OF THE TESTING LABORATORY OR SPECIAL INSPECTION AGENCY: NAME (Print or Type) JAMES STIADY State of California registration Number: 66243 Expiration Date: 06130/18 SIGNATURE: - (/rV b ( CIVVL 20172781 .001A The Shoppesat Cailsbad Page 1 of 1 December 20, 2017 i EsGil Corporation In (Partnership with Government for Building Safety DATE: 7/26/2016 JURlSDlCTlON:i-TClsaY PLAN CHECK NO.: 16-2334 ft.AP-PLICANT Is. i PLAN REVIEWER El FILE SET: III PROJECT ADDRESS: 2525 El Camino Real PROJECT NAME: The Shoppers at Carlsbad Interior Renovation 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. The plans transmitted herev'ith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list' transmitted herewith is for your information. The plans are being held at EsGil Corporation until corrected plans are submitted for recheck. Theapplicant's copy of thecheck list is enclosed for the jurisdiction to forward to the applicant contact person. - The applicant's copy of the check list has been sent to: EsGil Corporation staff did not advise the applicant that the plan check has been completed. EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Steven Ruiz__ Telephone #:.818-972-5080 Date contacted: 4yQ\) Email: stevenrlsigngroup.com Mail Telephone Fax (Ierson) . - - REMARKS: - By: Glen Adamek Enclosures: EsGil Corporation GA El EJ El MB El PC 7/26I2016walk-in Login & logout 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 EsGil Corporation In (Partners/lip with Government for Bui(ding Safety DATE: 7/19/2016 , 1 APPLICANT ,%JURIS. JURISDICTION: City of Carlsbad 0 PLAN REVIEWER 0 FILE PLAN CHECK NO.: 16-2334 SET: II PROJECT ADDRESS: 2525 El Camino Real PROJECT NAME: The Shoppers at Carlsbad Interior Renovation The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. LII 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. Z. The check list transmitted herewith is for your information. The plans are being held at EsGil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Steven Ruiz EsGil Corporation staff did not advise the applicant that the plan check has been completed. EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Steven Ruiz Date contacted: R /101 /It (by:3() 4e-Mail v4eIephoneVj4 Fax In Person REMARKS: Telephone #: 818-972-5080 Email: stevenr@ldadesigngroup.com By: David Yao Enclosures: EsGil Corporation GA EEJEMB Fj PC 7/11 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)560-1576 City ofCarlsbad 16-2334 7/19/2016 NOTE: The items listed below are from the previous correction list. These remaining items have not been adequately addressed. The numbers of the items are from the previous check list and may not necessarily be in sequence. The notes in bold font are current. 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 Corporation and the Carlsbad Planning, Engineering and Fire Departments. Bring iiwd corrected-set of plans and calculations/reports to EsGil Corporation, 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 Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. ELECTRICAL and ENERGY COMMENTS PLAN REVIEWER: Eric Jensen ELECTRICAL (2013 CALIFORNIA ELECTRICAL CODE) o If the smoke control system is being modified or removed, City Fire approval will be necessary. This item remains to forward to the City, no plan review action required. PLUMBING AND MECHANICAL CORRECTIONS PLAN REVIEWER: G1n Adamek GENERAL AND ARCHITECTURAL PME ITEMS On the exiting plans (and on the mechanical floor plans) please clearly show the limits of the following: Check the maximum allowable length of travel. The following building components were not identified on the plans. Fire rated Exit Passageways. Fire rated Interior Stair Exit Enclosures. Fire rated Corridors. City of Carlsbad 16-2334 7/19/2016 Check all openings and penetrations in the fire rated Exit Passageways as per CBC, Sections1023.5 & 1023.6. Pending response to the preceding comment. Check all openings and penetrations in the fire rated Interior Stair Exit Enclosures as per CBC, Sections 1022.4 & 1022.5. See above comment. Include, on the mechanical plans, the locations of all required smoke, fire, combination smoke and fire, or ceiling radiation dampers. Be sure to include a symbol on the symbol schedule for each damper type. CBC 716 See above comment. MECHANICAL (2013 CALIFORNIA MECHANICAL CODE) Check the required make up air systems for the 4 new restrooms. Do the restrooms open into Fire rated Exit Passageway or a Fire rated Corridor? Review with the architect the locations of Fire rated Exit Passageways and a Fire rated Corridors. See "Architectural PME" items above. Please review CMC 602.1. Show the existing and new ventilation of the fire rated corridors. Is there a change to the corridor mechanical systems (including registers)? 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. Will review after the items under "General and Architectural PME Items" heading have been answered. Note: If you hàve'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. END OF DOCUMENT EsGil Corporation In Partnersfiip with Government for cBuitiing Safety DATE: 6/24/2016 JURISDICTION: City of Carlsbad PLAN CHECK NO.: 16-2334 SET: I PROJECT ADDRESS: 2525 El Camino Real El APPLICANT -d JURIS. U PLAN REVIEWER U FILE PROJECT NAME: The Shoppers at Carlsbad Interior Renovation 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 chick list transmitted herewith is for your information. The plans are being held at EsGil Corporation until corrected plans are submitted for recheck. LI The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Steven Ruiz El EsGil Corporation staff did not advise the applicant that the plan check has been completed. Z EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Steven Ruiz Telephone #: 818-972-5080 ate cntacted:(D"Eh (by('C...)'. Email: steven@ldadesigngroup.com '"MaiI e Fax In Person LII REMAR By: David Yao Enclosures: EsGil Corporation Z GA Z EJ E MB LI PC 6/16 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)560-1576 City' of Carlsbad 16-2334 6124/2016 PLAN REVIEW CORRECTION LIST TENANT IMPROVEMENTS PLAN CHECK NO.: 16-2334 JURISDICTION: City of Carlsbad OCCUPANCY: M USE: covered mall TYPE OF CONSTRUCTION: Ill-B ACTUAL AREA: T. I.. 129000 sf ALLOWABLE FLOOR AREA STORIES: 2 HEIGHT: SPRINKLERS?: Y REMARKS: DATE PLANS RECEIVED BY JURISDICTION: 6/15 DATE INITIAL PLAN REVIEW COMPLETED: 6/24/2016 OCCUPANT LOAD: DATE PLANS RECEIVED BY ESGIL CORPORATION: 6/16 PLAN REVIEWER: David Yao FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the California version of the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Code sections cited are based on the 2013 CBC, which adopts the 2012 IBC. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance -with the cited codes and regulations. Per Sec. 105.4 of the 2012 International Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. City of Carlsbad 16-2334 6/24/2016 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: 1. 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 Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring TWO corrected set of plans and calculations/reports to EsGil Corporation, 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 Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. Each sheet of the plans must be signed by the person responsible for their preparation, even though there are no structural changes. California State Law. 2. Plans and calculations shall be signed by the California state licensed engineer or architect where there are'structural changes to existing buildings or structural addftions. Please include the California license number, seal and date plans are signed. California Business and Professions Code. 3. Note on the plan that this is covered mall per section 402 of 2013 CBC. 4. Provide skylight details to show compliance with Sections 2606.5 and 2404, or specify on the plans the following information for the skylight(s): Manufacturer's name and Model name/number. ICC approval number, or equal. 5. Kiosk Please revise the plans to show the new Kiosk to be in full compliance with section402.6 a) Showthe construction detail of the kiosks per 402.6.2. Section 402.6.1 combustible construction shall not be located in a covered mall unless constructed of any of the following materials. Fire-retardant, treated wood complying with Section 2303.2. Foam plastics having a maximum heat release rate not greater than 100kW when tested in accordance with the exhibit booth protocol in UL -1975. Aluminum composite material having a flame spread index of not more than 25 and a smoke developed index of not more than 450 when tested as an assembly in the maximum thickness intended for use in accordance with ASTM E 84. City of Carlsbad 16-2334 6/24/2016 Show the approved fire suppression and detection system. Show the minimum separation between the kiosk and other kiosk's and structures to be 20'. Show the maximum area to the kiosk to be 300 square feet. Please revise the site plans to clearly show the location of the kiosk within the mall and detail the required egress clearances. NON-RESIDENTIAL GREEN BUILDING STANDARDS (Additions and Alterations) 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. . ADDITIONAL The first sheet of the structure calculation shall be signed and sealed by the engineer. The calculation for FAUX palms is 22 feet. Where on the plan show it? The calculation provided shows 4x6 between the light. The plan appears to not show it. Please refer to the following corrections for electrical, energy, mechanical, and plumbing items. To speed up the review process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: U Yes U No The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact David Yao at Esgil Corporation. Thank you. ELECTRICAL and ENERGY COMMENTS PLAN REVIEWER: Eric Jensen City of Carlsbad 16-2334 6/24/2016 ELECTRICAL (2013 CALIFORNIA ELECTRICAL CODE) There's a Note on sheet EO.O to remove the smoke control system but on sheet E4.1A, for example, there's an electrical room layout with a large smoke control cabinet that apears to remain, no change. Please explain. If the smoke control system is being modified or removed, City Fire approval will be necessary. (2) TK-1's on single line diagram, sheet E5.5.- Include the transformer grounding electrode design for the transformers: Conductor sizing and electrode of choice. Is that INV-1 or INV-2 on sheet E4.1A? It appears that, on sheet E4.IA that possibly an emergency system panel is being demo'd and replaced by an inverter system. If this is the case, what branch circuits/feeders were previously being supplied by the emergency system and are any of these circuits not being routed to the new inverter system? Only the single line sheets E5.3A and E5.5 have changes. Are the other included single line sheets not completed or no changes/informational only? Add a Note to the lighting plans that the emergency inverter system branch circuit wiring shall be installed in a dedicated to the inverter system wiring method. 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. PLUMBING AND MECHANICAL CORRECTIONS PLAN REVIEW NUMBER: 16-2334 SET: I PLAN REVIEWER: Glen Adamek GENERAL AND ARCHITECTURAL PME 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. 2. On the exiting plans (and on the mechanical floor plans) please clearly show the limits of the following: Check the maximum allowable length of travel. Fire rated Exit Passageways. Fire rated Interior Stair Exit Enclosures. C) Fire rated Corridors. City of Carlsbad 16-2334 6/24/2016 Check all openings and penetrations in the fire rated Exit Passageways as per CBC, Sections1023.5 & 1023.6. Check all openings and penetrations in the fire rated Interior Stair Exit Enclosures as per CBC, Sections 1022.4 & 1022.5. Fire rated corridors shall not serve as supply, return, exhaust, relief or ventilation air ducts, as per CBC, Section 1018.5. Exception #1 allows "Use of a corridor as a source of makeup air for exhaust systems in rooms that open directly into such corridors, including toilet rooms, bathrooms, dressing rooms, and janitor closets, shall be permitted, provided that each such corridor is directly supplied with outdoor air at a rate greater than the rate of makeup air taken from the corridor." Please show compliance. Include, on the mechanical plans, the locations of all required smoke, fire, combination smoke and fire, or ceiling radiation dampers. Be sure to include a symbol on the symbol schedule for each damper type. CBC 716 PLUMBING (2013 CALIFORNIA PLUMBING CODE) Provide water line sizing calculations showing minimum operating pressure to the hew water closets is 25 psi.: Include the water pressure, pressure loss calculations, water demands, and the developed pipe lengths. CPC 610.0 or Appendix 'A'. Floors shall slope to the floor drain(s) location(s). Please detail on the architectural floor plans. CPC 418.5 Detail how the floor drain trap seal is to be maintained. CPC 1007.0. Revise the gas sediment trap detail to comply with the design shown in CPC 1.211.8. (Gas supply from gas valve into top of the tee, trap in the bottom of the tee, and the appliance outlet to the side if the tee). In Detail 2 on sheet P9.0 correct the lower layout. Please check the maximum new and future water and sewer loading for the new restrooms and-new Kiosk plumbing and show the existing water and sewer lines can handle the additional loading. MECHANICAL (2013 CALIFORNIA MECHANICAL CODE) Specify the make, model, type, and efficiency of the space heating and cooling systems in agreement with the energy design. Check the required make up air systems for the 4 new restrooms. Do the restrooms open into Fire rated Exit Passageway or a Fire rated Corridor? Review .with the architect the locations of Fire rated Exit Passageways and Fire rated Corridors. See "Architectural PME" items above Show the existing and new ventilation of the fire rated corridors. City of Carlsbad 16-2334. 6/24/2016 15. 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. 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. END OF DOCUMENT City of Carlsbad 16-2334 6/24/2016 [DO NOT PAY— THIS IS NOTAN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PLAN CHECK NO.: 16-2334 PREPARED BY: David Yao DATE: 6/24/2016 BUILDING ADDRESS: 2525 El Camino Real BUILDING OCCUPANCY: M BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) mall remodel 129000 per city 5,905,620 Air Conditioning Fire Sprinklers TOTAL VALUE . 5,905,620 Jurisdiction Code 1cb IBY Ordinance Bldg. Permit Fee by Ordinance Plan Check Fee by Ordinance Type of Review: Complete Review Structural Only Repetitive Fee El Other Repeats El Hourly Hr. @ * EsGil Fee I $13,296.451 I $8,642.691 I $7,446.011 Comments: [In addition to the above fee, an additional fee of $86 is due (1 hour 86/hr.) for the CaiGreen revie. Sheet of I macvalue.doc + CITY OF CARLSD/-%D13 PLAN CHECK REVIEW TRANSMITTAL Community & Economic Development Department 1635 Faraday Avenue Carlsbad CA 92008 www.carlsbadca.gov DATE: 06/16/201eROJECT NAME: THE SHOPPES AT CARLSBAD TI PROJECT ID: CB162334 PLAN CHECK NO: 1 SET#:l ADDRESS: 2525 EL CAM INO REAL APN:156302080° VALUATION: $5,905,620 APPLICANT CONTACT: STEVENR@LDADESIGNGROUP.COM >< Tlis plan check review transmittal is to notify you of clearance by: LAND DEVELOPMENT ENGINEERING DIVISION Final Inspe ction by the Construction & Inspection Division is required: Yes LII No FX For status from a division not marked below, please call 760-602-2719 F-1 This plan check review is NITCOMPLETE Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. LAND DEVELOPMENT ENG 760-602-2750 Ej Chris Sexton 760-602-4624 F] Kathleen Lawrence -- 760-602-2741 Greg Ryan 760-602-4663 Chris.Sexton@carlsbadca.gov Kathleen.Lawrence@carlsbadca.gov Gregory. Ryan@carlsbadca.gov F-1 Gina Ruiz Linda Ontiveros [I] Cindy Wong 760-602-4675 I 760-602-2773 760-602-4662 Gina.Ruiz@carlsbadca.gov Linda.Ontiveros@carlsbadca.gov Cynthia.Wong@carlsbadca.gov Ti U VALRAY MARSHALL 91 760-602-2741 Ti Dominic Fieri 760-602-4664 VALRAY.MARSHALL@CARLSBADCA.GOV Dominic.Fieri@carlsbadca.gov Remarks:' NO LDE IMPACTS PLANNING DIVISION Development Services 44 BUILDING PLAN CHECK Planning Division 1635 F CITY 0 F APPROVAL Faraday Avenue (760) 602-4610 CARLSBAD P29 DATE: 06/23/2016 PROJECT NAME: The Shoppes at Carlsbad PROJECT ID: NA PLAN CHECK NO: CB162334 SET#: 1 ADDRESS: 2525 ECR APN: 156-302-08 This plan check review is' complete and has been APPROVED by the Planning Division. K * By: Jason Goff A Final, Inspection by the Planning Division is required Yes Z No Plan Check APPROVAL has been sent to: Steven Ruiz: stever@ldadesigngroup.com You may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit. Resubmitted plans should include corrections from all divisions. This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. For questions or clarifications on the attached checklist please contact the following reviewer as marked: PLANNING 760-602-4610 ENGINEERING 760-602-2750 FIRE PREVENTION 760-602-4665 Chris Sexton . 760-602-4624 Chris.Sexton@carlsbadca.gov Chris Glassen 760-602-2784 Christopher.Glassen@carlsbadca.gov Greg Ryan 760-602-4663 Gregory.Ryan@carlsbadca.gov Gina Ruiz 760-602-4675 ' Gina.Ruiz@carlsbadca.gov VaiRay Marshall 760-602-2741 ValRay.Marshah@carlsbadca.gov Cindy Wong 760-602-4662 Cvnthia.Wong@carlsbadca.gov JasonGoff 760-602-4643 V Jason.Goff@carlsbadca.gov Linda Ontiveros 760-602-2773 Linda.Ontiveros@carIsbadca.gov Dominic Fieri 760-602-4664 Dominic.Fieri@carlsbadca.gov Remarks: Janet Altar t1iQ.4. From: Amber Ressmer Sent: Wednesday, June 22, 2016 10:13 AM To: STEVENR@ldadesigngroup.com Cc: Building Subject: CB162334, The Shoppes at Carlsbad plan does not require a fire dept. review Good morning Steven, You are receiving this email since you are the applicant on the permit #CB162334 'The Shoppes of Carlsbad' for 2525 El Camino Real in Carlsbad, CA. The fire marshal has determined that the fire department does not need to review these plans and no fire inspection is necessary. Thank you, Amber (ityof Carlsbad Amber Ressmer Administrative Assistant Fire Prevention City of Carlsbad 1635 Faraday Ave Carlsbad, CA 92008-7314 www.carlsbadca.gov P 760-602-4665 I F 760-602-8561 1 Building Solutions Project The Shoppes at Carlsbad - Phase I Structural Calculations Project No. S16012 Prepared For LDA Design Group 3500 West Burbank Blvd. : Burbank, CA 91505 1: (818) 972-5080 Prepared By 0• Thornton Tomasetti Inc. 1 0 Thornton Tomasetti I 0 PROJECT SUBJECT &)%. PROJECT NO. 'QO i2 DATE fiz_J up BY SHEET of CHECKED BY / DRAWING NO. __.I .................j... L.• -' IfC0j C_ cL%JJ Qcc II IIlII <L 937W I I . -- I I.-_?-i..-•• I 4 I.,.. ....... .. ................... .! .. i.... 1 i .i. -' :. I ..........................tA_ ; I . ..................................... +L OL JL?L' I I.. H ..... Ow Thornton Tomasefti 2 Project The Shoppes PHi .'. Project NO, S16012 -Date ,. 6/7/2016 By AB . :. : ... . Sheet - of - Subject Faux Palm 0 Checked By TT 0 Drawing No. - 154 Equivalent Lateral Force Procedure (Non-Building Structures) CBC 2013 //BC 2012/ASCE 7-10 0 1 0 0 •0 0 0 0 0 0 : . 0 Building Data Inverted Pendulum Type Stiucturë h = 20 Oft Total height of building above ground level R =,2 Response Modification coeffiaienu (Table 12.2 f2o -1) = 2 System Overstrength Factor I 0 0;. 0 0 (Table 12.2-1) 0• 0 0 Cd = 2. Deflection Amplification Factor . . 0 0 .. . : (Table 12.2-1) C = 0 020 Penod Parameter (Table 1282) X = 075 Period Parameter 0 • 0 •0 0 .• (Table 12.8-2) Seismic Factors Class ='D' Site Classification 0 •0 0 0 0 0 (Table 26.3-1 Category = D Seismic Design Category . 0 . . 0 0 0 0• 0 (Table 11.6-1).. S = 1116 MCE Spectral Response Acceleration at Short Period (Chapter 22) Si = 0;429. MCE Spectral Response Acceleration at a Period of s 0 •0 0 (Chapter 22) 0 Fa = 1.054 Site Coefflciént . 0; S 0 (Table 11.4-1) F = 1.575 Site Coefficient......... : . ........... 0 0 . (Table 11.4-2) SOS = 0.784 Design Spectral Acceleration Parameter at Short Penod (Eqs 11.4-3) S01 = 0.450 Design Spectral Acceleration Pararneter.at a Period of Is . • (Eqs. 11.4-4) = 1.00 Importance Factor (Table 11 5-1) Building Period: • •0 0 T3 = Ct(hn)x = 0-189S (Eqs 12.8-7) TL = 8s 00 . . • 0 (Chapter 22) Cu (Table 125-1) 0 T. ,x CuTa = 0.265s . •0. . . . .. . .(Sec. 12.8.2) . Design Base Shear: = W = 0.392 W (R 1) (Eqs 1282) SDI Vma,c = = 1.191 W for T TL (Eqs 128-3) T SDITL max = 12(R/1) W = N/A for T>. TL (Eqs 12 8-4) = 0 044S051 W'= 0.035 W (Eqs 154-1) Vmin =08S W- N/A for 5, 0 6g (Eqs 154-2) V 0.392W .. 0 ...... . 0 00 3 r-'' :.;; ....; . .-. • • Fi!e=cusersABeebeuesktopI iPROJ-1THESiMt-4.ie 'SteeICoIumn - ENERCALC INC 1983.2015. Build 6.15.730 Ver6.15 730 Description : Faux Palm Column - . ....- .. Calculations per AISC 360-10, IBC 2012, CBC 2013i ASCE 7-10 Load Combinations Used: ASCE 7-10 Ari - Steel Section Name: Pipe8Std Overall Column Height 22.0 It Analysis Method Load Resistance Factor Top & Bottom Fixity lop Fixed Bottom Pinned Steel Stress Grade Brace condition for deflection (buckling) along columns: Fy: Steel Yield 35.0 ksi X-X (width) axis:. E Elastic Bending Modulus 2%000'0. 0 ksi Unbraced Length for XX Axis buckling 220 ft. K =.2.1, Load Combination: ASCE 7-10 Y-Y (depth) axis: Unbracèd Length.fOr.Y-Y Axis buckling a 22.0 ft. K = 2.1 .. 1, . . Service loads, entered. Load Factors will be applied for calculations. AXIAL LOADS Féux Palm: AxiàFLoad at 220 it, D a 0:50k . BENDINGILOADS... Lat, Uniform.Load creating Mx-x, t = 0.0110 k/f. LatPoiht.Làad at 22.0 It creating Mx-x, E =0.060k DEUMAR 7 r Bending & Shear Check Results PASS Max. Axial8ending Stress Ratio = 0.01894 : I Maximum SERVICE Load Reactions Load Combination +1.3570+0.50L+0.20S+E+1604 Top along X-X 0.0k Location of max.above base 220 ft ' Bottom along X-X 0.0 k At maximum location values are... . - Top along Y-Y 0.1513 k Pu Q.784 k Bottom along Y-Y 0.09075 k 09*p 50 212k Mu-x -0.6655 k-ft Maximum SERVICE Load Deflections... 0.9 • Mn-x: 54 60' k-ft Along Y-Y 0.012371n at '9.302 It above base forbad combination E'OnIy Mu-y 0.0 k-ft 0.9Mn-y: 54.60'k-ft Along X-X ' AD in at 0.oft abovebase for load combination: PASS Maximum Shear Stress Ratio= 0.002447 Load Combination •+1.3570+0.50L+0.20S+E*1l.60H Location of max.above base 22.0. It At maximum location values are... Vu: Applied 01513 k Vn' Phi: Allowable '611:-811,9;:k - ...A rLoad Combination Results .. . -*. Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratib Status Location Stress Ratio Status Location +140D+1.60H 0.014 PASS: 0.Ooft . . 0.000 PASS 0.0.0 ft +1 357D.0 50L40 20S+€~1 60H 0019 PASS 22 00 ft 0 002 PASS 22 00 ft +1;357D40.50L4020S.i0E+1.60H 0.019 PASS, 22.00 ft 0.00Z PASS' 22.00' ft 40 7432D+E40 90H 0 016 PASS 22.00 ft 0.002:. PASS 2200 ft +074320 1 OE+0 90H 0.016 PASS '22.00 ft 0.002: PASS 22.00 ft MaximumReactiai4 Note Only non zero reactions are listed X-X Axis Reaction ' Y-Y Axis Reaction ' Axial Reaction Load Combination @ Base @ lop @ Base '© lop ® Base k k 0.500k +0.0.70E+H k ' .0.064 0.106 It ' 0.500 k 40.0.70E+H ' k 0.064 -0.106 It 0.500 k -+0-.0.750140.750S40.5250E.H k .0.048 ' ' 0.079 It . ' 0.500 k 040.750L40.750S,05250E+H k 0.048 ' '.0.079. k ' 0.500 k +0.60040.70E-'0.60H k: .0064 0.106 k ' 0.300 k 40.60D0.70E40.60H . It 1 0.064 -0.106 k ' ' 0.300k X Desciipion: 'FãUx.Patm CIunrn 411 Note Only non zero reactions are listed XX Axis Reaction Y V Axis Reaction Axial Reaction Load CombinatIon © Base Top Base, @ Top @ Base E Only k - -0.091 0.151It k E Only *.1.0 1k. 0.091 -0.151-k k MIiTM Load Load Combination Max XX Deflection Distance Max V V Deflection Distance +0411 00000 in 0,000 ft 0.000 in .0.000 ft 4040 70E+H 00000 In 0000 ft 0.009 in 9.302 ft +0.0.70E+H 0.0000 In 0.000' :ft . -0.009 In, 9.302 It 4040 750L.0 750S40 5250E+H 00000 in 0.000 ft 0.006 in 9.302 It +0+0.7501-+0.750S0.5250E+1-1 0.0000 in 0.000 ft. -0,006 in.' .. 9,302 ft +0 60D.0 70E-.0 60K 00000 In 0000 ft 0009 in 9302 It .0 60D-0 70E+0 60K 0.0000 in 0000 ft 4009 In 9.302 ft E Only 0.0000 in 0.000 ft 0.012 ii' '9.302 ft E Only -1.0 0.0000 in 0.000 ft '-0.012 in'. 9.302 ft Pipe8 Std Depth 8625 In I xx 68 10 in*4 J1, L136.000 In114 Sxx . 1580 1n63 . . Diameter r 8.625 in R xx = 2950 In Wall Thick = 0322 in Zx 20800 InA3 Area 7850 In'2 I yy = 68100 in'4 Weight 28.699 Of S yy ' 15.800.' in'3 ' .. Ryy = 2950 In Ycg = .0.000 In 5 . - 1ee1. ase taie -. ENERCALC,INC.193-2015,Build6.15.7.30,Vec6.15.7.30 :WI1iiI1S1iI* Desciioion: Faux Palm Base Plate Code References Calculations perAlSC Design Guide # 1, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 [allnfoaño ] Material Properties AISC Design Method Load Resistance.FactOr Design 0 c : LRFD Resistance Factor 0.60 Steel Plate Fy 36.0 ksi Concrete Support tc = 4.0 ksi Assumed Bearing Area :Beating Area = P / Fp Allowable Bearing Fp per J8 6.80 ksi Column Column Properties Steel Section: Pipe8 Std Depth 8.625 in Area 7.85 in-12 ... Width 8 625 in lxx inA4 t t Flange Thickness 0.3 in lyy InA4 Web Thickness in Plate Dimensions N: Length 15.0 in B:Width 150 in Thickness 0.750 in Column assumed welded to base plate. '-I Support Dimensions Width along X 60.0 in Length along 60,0 in ---------- ___ I Applied Loads I P.Y VZ M-X Dead Load 0.50 k k k4t L: Live k k k-fl Lr: Roof Live k k k-ft S:Snow k k k-ft W: Wind k k k-ft Earthquake k 0.590k 7.810 k-ft H: Lateral Earth k k k-ft = Gravity load, + sign Is downward. •+• Moments create hIgher soil pressure at +Z edge. - + Shears push plate towards +Z edge. I AnchorBo!ts I Anchor Boll orRod Description 314 KB TZ Max of Tension or Pullout Capacity 9.615 k Shear Capacity ......................................... 8.379 k Edge distance: bolt to plate 2.0 in X-~T Number of Bolts in each Row 2.0 Number of Bolt Rows 1.0 -- . .6 el De 70 scription: Fux Palm Base Plate . . . GOVERNING DESIGN LOAD CASE SUMMARY . Mu: Max. Moment . 1.996 k-In Plate Design Summary Ib:Max. Bending Stress . 14.190 ksi . Design Method Load Resistance Factor Design Fb : Allowable: . . 32.400 ksi Governing Load Combination +l.3570'+0.50L40.20S+E+1.60H . . . . . . Governing Load Case Type Axial + Moment, U2.< Eccentricity, Tension on BC . Bending Stress Ratio. 0,438 Design Plate Size 1 -3" x 1.3" x 0 -314" . . . . . . .... . . .. . Bending Stress OK Pu: Axial 0.678k . . fu : Max. Plate Bearing Stress ;... . 4.080 ksi Mu: Moment 7.810k-ft Fp : Allowable: . . . 4.080 ksi . min( 0.851'csqrt(A2JA1), 1.7' fc)'Phi Bearing Stress Ratio. . 1.000 Bearing Stress OK Tension in each Bolt ................... . . 3.433 Allowable Bolt Tension ................. . . 9.615 Tension Stress Rao 0.357 Load Comb.: +1.400+1.60H . . . . . .. . . A01-load Only, No Moment Loading Bearing Stresses Pu: Axial 0.700 k Fp : Allowable. ................................ 4.080 ksi . . Design Plate Height 8.625 in . fri : Max. Bearing Pressure . 0.008 ksi Design Plate Width 8.625 in Stress .Ratio ........... ... .......... . 0.002 Will be different from enttyilpartlal bearing used Plate Bending Stresses Al: Plate Area 74.391 1n"2 Mmax = Fu • LA2 12 0.003 k-in A2: Support Area 3,600.000 inA2 . Actual..................................... . 0.022 ksi sqrt( A2IAI 2.000 Fb : Allowable............................... 32.400 ksi Stress'Ratlo.................... 0.001 Distance for Moment Calculation . . m' 0.863 in . . 0.863in . . . . . .. . . . X 0.000 in A2 . Lambda 0.000 0.030 in n • Lambda 0.000 in L= max (m,n,n') 0.863 in . Load.Comb. : -'1.357D+O.50L+O20S+E+1i6OH Ai,dàlLoad:+ Moment, Ecc.>U2 Loading Calculate plate moment from bolt tension. . . Pu: Axial 0.678 k . Tension per Bolt................ 3.433 k Mu: Moment 7.810 k-ft Tension: Allàwable.... . 9.615k Eccentricity ......................... 138.149 in Stress Ratio . 0.357 Al: Plate Area 225.000 inA2 . . A2: Support Area 3,600.000 inA2 Dist. from Bolt to Cot. Edge 2.050 in sq ''A2JA1 2.000 .. . . Effective Bolt Width for Bending ., 8.200 in . Plate Momentfrcim Bolt Tension........ .. 1.716 k-in Calculate plate moment from bearing m.........................4.050 In . Bearing Stresses Beating Length 0.247 in . . Fp : Allowable :..........................; . 4.080 ksi MpI: Plate Moment 0.166 k-in . fu:Max.8eaiingPressure ' .....(set equal toFp) StressRat1o...._.... ......... . 1.000 Plate Bending Stresses .. . Wax.:............................................ 1.996 k-in lb : Actual................................ . . 14.190 ksl Fb : A!lowabte................................. 32.400 ksi Stress Ratio .................... . 0.438 Load Comb +1357D+0 50L+0 20S I OE+1 60H Axial Load + Moment, Ecc > L/2 Loading Calculate Plate moment frOm bolt tensiOn . Pu AxIal 0.678 k Tension per Bolt 3.433 k Mu Moment 7.810 k-ft Tension: Allowable.. .....................S .9.615k Eccentricity 138 149 in Stress Ratio 0.357 Al : Plate Area 225.000 inA2 . . . . . . .. A2 Support Area 3,600.000 lnA2 Dist from Bolt to Cal Edge 2.050 in sqrt( A2/Al) 2000 Effective Bolt Width for Bending 8.200 in Plate Moment from Bolt Tension 1.716 kIn Calculate elate moment from bearing... . . . .• . ... . . ...... 4.050 in Bearing Stresses . . Bearing Length 0.247 in .. . .Fp : Allowable ............................... .4.080 ksi Mpl Plate Moment 0166 k-In tu Max.,Bearing Pressure (set equal to Fp) Stress Ratio 1.000 Plate Béñding Stresses .. Mmax. ............................. .. ........... .. 1.996 k-In lb : Actual............................... . 14.190 ksi Fb Allowable 32,400 ksi Stress Ratio . 0.438 Load Comb +0 7432D+E+0 90H Axial Load+ Moment, Ecc > L12 Loading Calculateplate momëñt from 1pIt tension. . Pu: Axial 0.372 k . Tension per Bolt : 3.520 k Mu: Moment 7.810 kIt Tension: Allowable..................... . 9.615k Eccentricity 252.207 In . Stress Ratio . 0.366 Al Plate Area 225.000 IO2 A2 Support Area 3,600.000 in42 Dist. hm Bolt to Col Edge 2.050 in sqrt( A2/A1 2000 Effective Bolt Widthfor Bending 8.200 in Plate Moment from Bolt Tension 1.760 kin Calculate plate moment from bearing... . .. . . . ....... . m 4.050 In Bearing Stresses. . A Bearing Length 0.242 In Fp Allowable 4080 ksi Mpl Plate Moment 0.163 k-In fu Max Bearing Pressure (set equalto Fp) Stress Ratio .. - 11.000 Plate Bending Stresses . . . Mmax 1.961 k-rn lb :Actual.............................. . 13.948 ksl Fb,: Allowable 32.400 ksi Stress Ratio........ . 0.431 8. 1ee. Steel B Base Plate . • :. ; . . FiIè=c.\UsersABeebe\Deskto pTfl3-PROJ-1tTHESHO-lTHESHO-2.EC6 . ...... . . . ENERCALC, INC. 1983-2015, Build:6.15.7.30, Vei6.15.7.30 ILI Description: Faux Palm Base Plate . • ••.• : . Load Comb.: +0.7432D-1.OE+0.90H . . . ... Axial Load + Moment, Ecc. > U2 Loading Calculate plate momèntfrôm bolt tension . . Pu: Axial 0.372 k Tension per Bolt 3.520 k Mu: Moment 7.810 k-ft Tension: Allowable;................... 9.615k Eccentricity 252.207 in Stress Ratio . 0.366 Al : Plate Area 225.000 jflA2 . . . . . . •• . . . .. A2: Support Area 3,600.000 inA2 . Dist. from Bolt to Cot. Edge..,.;. 2.050 In sqrt ) A2!A1 . 2000 Effective Bolt Width for Bending ,.,.. • . 8.200 in •. • Plate Moment from Bolt Tension . 1.760 k-in Calculate plate moment from bearing .. • • . • S • • • • • m" 4.050 In . • Bearing Stresses Bearing Length 0.242 in • .Fp : Allowable ........... ................... 4.080 ksl Mpl : Plate Moment 0.163 k-in • .. • fu Max. Beating Pressure • • • (set equal to Fp) • • • Stress Ratio 1.000 Plate Bending Stresses • • • ...... ........................................... 1.961 k-in • tb:Actual ...................................• 13.948ksi Fb: Allowable ............................• . ., 32.400 ksl Strss Ratio 0.431 MEN NJ www.hiltLus Profis Anchor 2.6.3 Company: Page; Specifier: Project: Address: Sub-Project I Pos. No.: Phone I Fax: I Date: 6/712016 E-Mail: Specifier's comments: I Input data Anchor type and diameter: Kwik Bolt TZ - SS 304 3/4 (4 3/4) Effective embedment depth: = 4.750 in.. h,.,, = 5.563 in. Material: AISI 304 Evaluation Service Report: ESR-1917 Issued I Valid: 10/1/201515/1/20,17 Proof: Design method ACI 318-11 / Mech. Stand-off installation: e, = 0.000 in. (no stand-oil); t = 0.750 in. Anchor plate: lx xi, x t = 15.000 in. x 15.000 in. x 0.750 in.; (Recommended plate thickness: not calculated Profile: Round HSS, Steel pipe (AlSC); (Lx W x T) = 8.630 in. x 8.630 in. x 0.322 in. Base material: cracked concrete. 4000, f,= 4000 psi; h = 15.000 in. Installation: hammer drilled hole, Installation condition: Dry Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Seismic toads (cat. C. D. E. or F) Tension load: yes (D.3.3.4.3 (d)) Shear load: yes (D.3.3.5.3 (c)) Geometry [In.] & Loading [lb. In.lb] z UI 0 0 N > Input data and results must bo checked for agreement with the existing conditions and for ptxusibdityt PROFIS Anchor (c ) 2003-2009 Ililti AG. P1-9494 Schaan Huh isa registered Trademark of Hilti AG. Schaan 2 Load case/Resulting anchor forces •• Load case: Design loads Anchor reactions [Ib] • Tension force: (+Tension, Compression) :.. Anchor Tension force Shear force Shear force x Shear force y 1 3683 148 0 . 148 2 3683. 148 Q 148 3 0 148 0. 148... 4 0 148 0. 148 max. concrete compressive strain: 0.11 [%oj max concrete compressive stress 476 [psi] resulting tension force In (x/y)=(O.000/-5.500): 7365[IbJ . •- resulting óompresslon force in (xly)=(0.00016.765):7865 Elbi . . 3 Tension load . . Load Nua [Ib]I . Capaàlty 4N [lb] Utilization ON N.JN Status Steel Strength* 3683 • . - • 18041 . • • • • 21 OK Pullout Strength* N/A N/A N/A N/A Concrete Breakout Strength 7365 - . • 9615 • . . • OK anchor having the highest loading anchor group (anchors In tension) 3.1 Steel Streflgth . . • . . •- . . • • . -. . N. = ESR value refer to ICC-ES ESR-1917 • • . • - .. . ACl 318-11 Table D411 Variables . - ••. . • - • - . . S - • - Ae.N [In?] lute (psi] • :' - .•• . . ... - 5-- - 0.24 101500 . . • . -. • - . - .5 CalculatIons • - 'S - . . - - . - -- N[ibJ 24055 . • -• • - -• '. - . -• Results . •. .. - - ......• . . : Nus libi steei Ononductile 4-N Pb], N (Ibi 24055 0.750 1.000 18041 3683 Input data and results must be chadied for agreement with the existing conditions and 101 plausibility! PROFIs Mchor (c) 2003-2009 Hdil AG.FL 9494 5chaan Hdti is a registered Tradezna,t of Huh AG 5chaan www.hiltLus : . .. . .. . Profis Anchor 2.6.3 Company: . Page 3 . . . Specifier: Address: .. Sub-Project I Pos. No.: . . Phone I Fax: I . .. bate: . . 6/7/2016. . E-Mail: . . 3.2 Concrete Breakout Strength N ACI 31811 Eq (04) N2! Nw ACI 318-11 Table 0.4.1.1; . . . . AN. see ACi 318-11 Part D.5.2.1, Fig. RO.5.2.1(b) . . . .- . . .•. . . . . . . .. = 9 h . . . . . . ACI 31.1.1Eq. (D-5)...... . . . . . . . . . ... )PCcN(i+2eN)S1O ACI31811 Eq. (D8) 'VedN 07+03(!i)10 ACi31811Eq(D-10) W,N = MAX .i)S1.0 AC 1318-11 Eq. (D-12) Nb = k h . ACI 318711 Eq. (D-6) ....... .. : Variables . . . . . . . . . . ...... hr [in.] e.I.N (in.] e [in.] 4.750 0.000 0.000 . . .24.000 •. . 1.000:.................. csutin.] kc Xa fCEPSI1 0 9.000 17 1.000 4000 Calculations . . . . . . . . .. . . . . . A [In.] . (in.2 Nb [ib) 359.81 203.06 1.000 . . 1.000 . :1.000 . . 1.000 .• 11131 Results Nt,g (lb) •cncrete 4)setsmic .4)henductita N 9 (lb].Nua (ib) . 19723 0.650 0.750 . 1;000 . . 9615 .. .7365 . . Input data and results must be checked for agreement wfth the exiskeg càndillons and for pleusibilityl . 0 . . . PROFIS Anchor (c )2003-2009 HIS AG FL -9494 Sthaan Hilt is a registered Trademark of Hub AG Sthaan www.hlltl.us . - . . . . .. Profis Anchor 2.6.3 Company: Page .4. . . Specifier S . Project: . . Address: . . Sub-Project I Pos.No. .. . Phone I Fax: I . Date: ... 6/7/2016 E-Mail: . . . . . . . .... . . 4 Shear load S.. . .5 5 . . S• Load V [lb] : Capacity 4viIb1: Utilization Status Steel Strength* 148 . 8379 . . 2 . . OK Steel failure (with lever arm) N/A . .. . . N/A . . . . N/A .. . N/A Pryout Strength" . . . . . 590 . . . .... -..48926,. ..48926.............2 2 01< Concrete edge failure In direction y+" 590 . . .. 24144 V OK * anchor having the.highest loading **anchor group (relevant anchors) . . . . .., . . . . . . ... V . 4.1 Steel Strength V = ESR value refer to [CC-ES ESR-1917 Act 318-11 Table 0.4.1.1 Variables .. . .. . V. j . . . A5e,v [in.2] f [psi] . .. . V ...... V. 0.24 101500 . V V V .-: . . .• . . . V Calculations V V V V V V [ib) 12890 Results •. . V V ..... . . Vsaeq [ib] $steei V [Ib) . Yua [lb] . . . . . 12890 0.650 1.000 . . . 8379 . . 148 4.2 Pryout Strength V . V VVV . .......: . V V =kP[()lJONwed.NtvCNwCPNNb] V AC1318-11 Eq(D41) VcPg a V. ACI 318-11 Table 0.4.1.1 ANc see ACl 318-11, Part D.5.2.1, Fig. RD 52 1(b) AN, 911, AC131-11 8Eq (D5) 1 q'ec.N (i+i)10 ACl318-11Eq(D-8) 'I'ed.N 0.7+0.3(?i )~.1.0 V ACI.318-11Eq(D-10) V . •:. . V =MAx( 1 s!)~10 AC1318 11 Eq (D12) Nb k0 x/?hJ AC1318 11 Eq (D6) Variables kcp het [In.] eCI,N [In.] V e54 (In;] . . . [In.] 2 4.750 0.000 0.000 24.000 Cac[Ifl.1 k . .. ... .. . [psi] •. ..: . . . .. V 1.000 9.000 17 . .1.000 . 4000.- Calculations A [j 2] Wee' N *4Iee2N Wed.N '1ksN Nb Pb] 637.56 203.06 1.000 . . :1.000 . 1.000 1.OQO. 11131 Results Vcpg [Ib] •conctete 4)seizmic .. V pg [Ib]......Viia rIb] 69894 0.700 1:000 . -10(30 . - 48926 . 590 . . Input data and results must be checked for agreement with the existing Conditions and for plousibiliiyt PROFIS Anchor (c) 2003-2009 HIUI AG FL-9494 Sthaan Hdti is a registered Trademaric of Hilt AG Schaan www.hiitius ..:. S Profis Anchor 2.6.3 Company: . Page: . . . . . .5. . Spedfler Project:. . . . . . . Address: Sub-Project I Pos. No.:-.. . Phone I Fax: j Date. 6/7/2016. . . . E-Mail: . 4.3 Concrete edge failure in direction y . . .. . . . . . . .. . . .. .... . V.bg = (tc ) lIec.V 'jsev WC.V Wh.V Wpara2WV,Vb ACI 318 11 Eq. (0 31) Ad 318-11 Table D.4.1.1 . . . . Avc see ACi 318-11, Part 0.6.2.1, FIg. RD.6.2.1(b) .. . . . . .. . . . .. .. . .. . . Avco = 4.5c; ACI..1.11Eq(2): . . . . .. ......: ... . tsecv=(i +2ev ) 10 ACi31811 Eq. (D36) tlledv =07+03(j-_)10 AC1318-11 Eq. (D38) 'IJh.V 1.0 ACI 31 8-1 1 Eq. (D-39)he . . . 1 02 Vb QO ACi31811Eq (D33) . Variables . .. . ,. . . . . . .. ... Ci [in.) Ca2 (in.] e, [in.] 16.000 24.000 0.000 . . 1.000. . . 15.000 . . .. Ic (ifl.] Aa da [Ifl.] Ic (psi] . .w_w.u .: . . .... 4.750 1.000 0 750 4000 1.000 Calculations . . . . . . Av. [in.2] Av (in.') 'Vec.V Wh,V V [Ib] 885.00 1152.00 1.000 . 1.000. . . 1.265 .35495 . . . Results .. . .. : . . Vct,g (Jb] +ccocreta "d, guctia Vcg[ibJ 34492 0.700 1.000 1.000 24144. . . [lb]. . ... .... . 5 Combined tension and shear loads Pv . . . . . .. . . I . . Utilization N,V [%] . . . . Status 0.766 0.024 513 ................. OK Input data and results must be checked for agreement with the existing conditions and for plausibility' PROF1S Anchor (C ) 2003.2009 HuLl AG FL-9494 Stha8n Hull is a registered Trademark of 111111 AG Sthaan www.hllti.us . . Profis Anchor 2.6.3 Company: .. . . Page . 6 Specifier: . . Project: . S Address: Sub-Project I Pôs. No.'.- Phone I Fax: I : . .. Data: .; . 6/7/2016 E-Mail: ...... . ....... .. 6 Warnings Load re-drstnbutions on the anchors due to elastic deformations of the anchor plate are not considered The anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the loadingl Input data and results must be checked for agreement with the existing conditions and for plausibility! . . . s.. . . . . . S. . . . Condition A applies when supplementary reinforcement is used. The 0 factor Is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used àñd for.Pullout Strength and Pryout Strength. Refer to your local standard. . . . . .. . . . .. . S Refer to the manufacturers product literature for cleaning and lntallatidn instructions.. Checking the transfer of loads into the base material and the shear resistanceàre required in accordance with ACI 318 or the relevant standard! An anchor design approach for structures assigned to Seismic besign Category C D, E or F is given in ACI 318-11 Appendix D, Part D.3.3.4.3 (a) that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case, the connection design (tension) shall satisfy the provisions of Part D.3.3.4.3 (b), Part D.3.3.4.3 (c), or Part D.3.3.4.3 (d). The connection design (shear) shall satisfy the provisions of Part 0.3.3.5.3 (a), Part D.3.3.5.3 (b), or Part 0.3.3.5.3 (C). . . . .. .. . . . Part D.3.3.43 (b) I part D.3.3.5.3 (a) require the attachment the anchorsare connecting to the structure be designed to undergo ductile yielding at a load level corresponding to anchor forces no greater than the control!ing design.strength. Part D.3.3.4.3 (c) / part D.3.3.5.3 (b) waive the ductility requirements and require the anchors to be designed for the maximum tension / shear that can be transmitted to the anchors by a non-yielding attachment. Part 0.3.3.4.3 (d) / part 03.35.3 (C) waive the ductility requirements and require the design strength of the anchors to equal or exceed the maximum tension I shear obtained from design load combinations that include E with E increased by co Hiltl post-Installed anchors shall be Installed in accordance with the Hilti Manufacturers Printed Installation instructions (MPh). Reference ACI 318-11, Part D.9.1 . .. . . . . . ...... S S Fastening meets the design criteria! input dataand results must bechecked for egreemeniwith the,exisiing conditionsand PROFIS Anchor.( c ) 2003-2009 Hilt AG, FL-9494 Schaan Hilti is a registered Trademark of Huh AG. Schaan www.hlltLus . . . . . Profis Anchor 2.6.3 Company: * Page . 7 Specifier: . Project: . Address Sub Project I Pos No Phone I Fax: i : Date: 6/7/2016 . . .... . E-Mail: .. 7 Installation data Anchor plate steel Anchor type and diameter Kwik Bolt TZ SS 304 3/4 (4 3/4) Profile Round HSS Steel pipe (AISC) 8.630 x 8.630 x 0.322 in Installation torque 1320 002 in lb Hole diameter in thel fixture d, = 0.813 in Hole diameter in the base material: 0.750 in Plate thickness (input) 0.750 In Hole depth in the base material 5.750 in Recommended plate thickness not calculated Minimum thickness of the base material: 8.000 in Drilling method: Hammer drilled . .. . . . . . . .. . . Cleaning: Manual cleaning of the drilled ho!e.according toinstructionsfór use is requited. : 7.1 Recommended accessories . . . . . . ,. . . Drilling Cleaning Setting Suitable Rotary Hammer Manual blow-out pump Torque wrench Property sized drill bit Hammer 7.500 . 7:50 . . . . 0. •. 0 0 03 :— .. ... 8 U,... :.• •. .••. j ... . . -'--.--.- —...--.---, O i 02 . . Q . 0 a 2.000 11.606 2000 Coordinates Anchor In. •• ••...... Anchor __x _y. _c.C .. __. . . . . . •. . . . •, . . . .. . • . . . 1 -5.500 . -5.500 24.000 35.000 . 24.000 35.000 . . . . . . . . . . . . .. 2 5500 5500 35000 24000 24.600 35000 3 -5500 5500 24.000 35000 35.000 24.06, 4 5.500 5.500 35.000 24.000 35000 24,000 Input data and results must be checked for agreement with the existing conddlons and for plauslbliliyi PROFiS Anchor( c) 2003-2009 Hdti AG Ft. 9494 Sciraan Hilt Isa registered Trademark of Hull AG 5daan www.hlltl.us .. ...• Profis Anchor 2.6.3 Company: . 0 Page: .. 8 Specifier: . Project:. . Address: Sub-Projeàt I Pos. No.: Phone I Fax: I Data: 6/7/2016 E-Mail: . . . . . . . 8 Remarks; Your Cooperation Duties . . . . . . Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti'stechniàal directionsond operating; mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of.errors, the completeness and.the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits. prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absencO Of errOrs, he correctness and the relevance of the results or suitability for a specific application You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. 0 0 0 0 ...... .•0 •0 Input data and results must be chedced for agreement with the extating conditions and fórpiaislbflityt 0 PROF IS Anchor,( c 20034009 111111 AG. FL-9494 Sthaan Hull isa registered Trademark of Hdii AG, Schaan 17 '--' R!e=c%Usess1ABeebaDésktopT113-PRQJ-ITHESHO-1lTHESHO-2.EC6 J,jQeraJFootlng.. 412 ENERCALCINC.1983-2015 Bu9d615730 Ver615730 Description: Faux Palm Footing , .* .... .. - Calculations per ACI 318-I1, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: ASCE 7-10 Material Properties Soil Design Values Concrete 28 day strength = 4.0 ksi Allowable Soil Bearing = 3.50 ksf fy : Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec: Concrete Elastic Modulus = 3,600.0 ksi Soil Passive Resistance (for Sliding) = 300.0 pcI Concrete Density = 150..0 pcf Soil/Concrete Friction Coeff. = 0.350 (p Values Flexure = 0.90 Shear Analysis Settings 0.750 Increases based on footina Depth Footing base depth be row soil surface = ft Mm Steel % Bending Reinf. = Allowable pressure increase per foot of deptl= ksf Min Allow % Temp Reinf. = 0.00180 when footing base is below = It Mm. Overturning Safety Factor Mm. Sliding Safety Factor = 1.50: 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure : Yes. Allowable pressure increase per foot of depl = ksf Use ftg wt for stability, moments & shears : Yes . when maximum length or width is greater4 It Add Pedestal WI for Soil Pressure : Nb Use Pedestal wt for stability, mom & shear : No , Width parallel to X-X Axis = 5.0 It Length parallel to Z-Z Axis = 5.0 ft Footing Thicknes = 15.0 in . t I'. . Pedestal dimensions... px : parallel to X-X Axis = 15.0. in pz: parallel to Z-Z Axis : 15.0, in Height - 0.750 in Rebar Centeiline to Edge of Concrete.. at Bottom of footing = 350. in Bars parallel to X-X Axis - Number of Bars 6.0 Reinforcing Bar Size # 15.1 Bars parallel to Z-Z Axis Number of Bars = 60 Reinforcing Bar Siz = # 5. Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone . . . # Bars required on each side of zone 6—ad it . . . .., - D Ir '1 OB : Overburden 0~50 ... . ... . S W E H P: Column ad M-zz k = ksf 7.810 V-z = . . . . k-ft V-x 0.590. k k Description: Faux:Paim Footing DESIGN SUMMARY f- Mm. Ratio item Applied Capacity Governing Load Combination PASS 0.1524 Soil Bearing 071.11 ksf 4.666 ksf 40.60D-0.70E+0.60H about Z-Z axis PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS 1.727 Overturning - Z-Z 4.507 k-ft 7.781 k-ft 460D40.70E40.60H PASS 2.638 Sliding - X-X 0:4130 k 1.089 k 40.60D40.70E40.60H PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PSS 0.05262 Z Flexure (+X) 0.9888 k-ft 18.793 k-ft 40.7432D+E90.90H PAS 0.05262 Z Flexure (X) 0.9888 k-ft 18.793 k-ft '+0.74320-1.0E40.901-1 PASS 0.002618 X Flexure (+Z) 0.04919 k-ft 18.793 k-ft 'i-i .400+1 .60H PASS 0.002618 X Flexure (4) 0.04919 k-ft 18.793 k-ft t1.400+1.60H PASS 0.001961 1-way Shear (+X) 0.1860 psi 94.868 psi +1.40D+1.60H PASS 0.001961 1-way Shear (-X) 0.1860 psi 94.868 psi +1.400+1.60H PASS 0.001961 1-way Shear (+Z) 0.1860 psi 94.868 psi +1.400+1.6011 !ASS 0.001961 1-way Shear (-Z) 0.1860 psi 94.868 psi "-i .400+1 .60H PASS 0.004431 2-way Punching 0.8407 psi 189.737 psi 40.74320+E40.901-1 Rotation Axis & Load Combination... Gross Allowable Xecc Zecc Bottom, -Z Actual Soil Bearing Stress lop, +Z Left, -X Right, +X Actual I Allowable Ratio X-X. -.0*H 3.50 n/a - 0.0 0.2075 0.2075 n/a Na 0.059 X-X. 4040.70E441 4.666 n/a 0.0 0.2075 0.2075 n/a n/a 0044 X-X. 40-0.70E4H 4.666 n/a 0.0 0.2075 0.2075 n/a n/a 0.044 X-X. 41D40.750L40.750S40,5250E-*l 4.666 n/a 0.0 0.2075 0.2075 n/a n/a 0.044 X-X. 4040.750L40.7505-0.5250E41 4.666 n/a 0.0 0.2075 0.2075 n/a n/a 0.044- X-X. 0.60D0.70E+0.60H 4.666 n/a 0.0 0.1245 0.1245 n/a n/a 0027 X-X. -'0.60D-0.70E40.601-1 4.666 n/a 0.0 0.1245 0.1245 n/a n/a 0.027 Z-Z. 4041 3.50 0.0 n/a n/a n/a 0.2075 0.2075 0.059 Z-Z. 4040.70E+H 4.666 13.90 n/a n/a n/a 0.0 0.5102 0.109 Z-Z. 40-0.70E#1 4.666 -13.90 n/a n/a n/a 0.5102 0.0 0.109. Z-Z. 40.O.750L40.750S40,5250E41 4.666 10.425 n/a n6 n/a 0.0 0.4204 0.090 Z-Z. +040.750L40,7505.0.5250E44 4.666 -10.425 n/a n/a n/a 0.4204 0.0 0:090 Z-Z. 40.60D-0.70E40.60H 4.666 23.167 n/a n/a n/a 0.0 0.7111 0.152 Z:Z.40.60DO.70E40.60H 4.666 -23.167 n/a n/a n/a 0.7111 0.0 0.152 Oiêhurning StabillLy 43 Rotation Axis & Load Combination... Overturning Moment . . Resisting Moment. . Stability Ratio Status X-X, 404H None 0.0 k-ft Infinity OK X-X. ~0s0.70E*l None . 0.0 k-ft Infinity . OK X-X. 4090.750LA.750S40,5250E4H None 0.0 k-ft. Infinity OK X-X. .0.60D0.70E+0.60H None . 0.0 k-ft infinity 01< Z-Z. 4041 None 0.0 k-ft infinity 01< Z-Z. +00.70E4l 4.507 k-ft .12969 k-ft 2.878 OK Z-Z. +040.750L40.750S40.5250E44-1 3;380 k-ft 12.969 k-ft . 3.837 OK ZZ, 40.60D0.70E-4601`1 4.507 k-ft 7.781 k-ft 1.727 OK . (Slldiiig Stability i.f All units k Force Application Ails Load Combination... Sliding Force . Resisting Force Sliding SafetyRatlo Status XX 40.+H 00k 1 816k No Slidina OK XX .1040.70E#4 0.4130k . 1.816k 4.396 01< X-X. 400.7501-40.750S+0.5250E41 0.3098,k . 1.816k 5.862 01< X-X. 40.60D40.70E40,6011 0.4130k . 1,089k 2.638 01< ZZ 4041 00k 1816k NoSlidina OK Z-Z. "O0.70E41 0.0k . . . 1.816k . No Sildina OK Z-Z. 040.750L40.750S4O.5250E41 0.0k . . . 1.816k No Slidina OK Z-Z. '0.60D40.70E0.60H 0.0k . 1.089k . No Slidina OK 19 File .. rGeneral Footing c-.IUsers'ABeeboMmktopITnPROJ-IITHESHO-IITHESHO-,2.EC6 Description: Faux Palm Footing . . . Footing Flexure N . . ' . . . Flexure Axis & Load Combination Mu Which Tension® As Req d Gym As Actual As Phi Mn Status k-ft Side? Botor Top ? in'2 . lnA2 lnA2 k-ft X-X. +1.40D+1.60H 0.04919 +Z Bottom ' 0.324 Min Temo % . 0.3720 ' 18.793 OK X-X, +1,40D+10 0.04919 -Z Bottom , ' , 0.324 Min lemp% ' ' 0.3720 ' 18.793 OK X-X. +1.40D+1.60H 0.04919 +Z Bottom ., .0.324 Mm Temp %' 0.3720 .18.793 OK. X-X. +40D+FJ 0.04919 -Z Bottom . 0.324 Min Temp %' . 0.3720'. . 18.793 , OK X-X, +1.357D-f0.50L40.20S€+1.60H 0.04768 +Z Bottom . . 0.324 Min Temp % 0,3720 18.793 OK X-X. +1.357040.50L40.20S-"&"1.60H 0.04768 -Z Bottom 0.324 Min Temp % 0.3720 -, ' 18.793 OK X-X. +1,357D.+0.50L-*..20S-1.OE+1.60 0.04768 +Z Bottom ' . 0.324 Min Ternp% ' 0.3720 ' 18.793 OK X-X• +1.357D'+0.50L-f0.20S-1.OE+1,60 0.04768 -Z Bottom . ' 0.324 Min Temp% - '0.3720. ' 18.793 01< X-X. 40.7432D#E'0.90H 0.02612 +Z Bottom. ' 0.324 Min Temp % . 0.3720 ' ' 18.793 OK X-X. 40.7432D+E-f0.90H 0.02612 -Z Bottom . . 0.324 Min Temp % 0.3720 18.793 01< XX. +0.74320-1.OE'+0.90H 0.02612 +Z Bottom , , 0.324 , Min Temo% . 0.3720 18.793 OK X-X. -+0.7432D-1.0Ei0.90H 0.02612 -Z Bottom : 0.324 . Min TemP % . 0.3720' , ' 18.793 OK Z-Z. +1.40D+1.60H 0.04919 -X Bottom . ' 0.324 Min Temo% , 0.3720 18.793 OK Z-Z. +1.400+1.60H 0.04919 +X Bottom 0.324. Min lemp% , ' 0.3720 18.793 OK Z-Z. +1.40D+1.60H 0.04919 -X Bottom ' 0324. Min Temp % 0.3720 ' 18.793 01< Z-Z. +1.40D+1.60H 0.04919 +X Bottom' 0.324 Min TemD% 0.3720 18.793 OK Z-Z. -'-1.357D+0.50L'0.20S€+1.60H 0.4353 -X TOD . .0.324 Min Temo %. 0.3720 . 19.630 OK Z-Z. +1.357D'+0.50L40.20S+E+1,60H 0.6313 +)( Bottom 0.324 Min 'Temo% 0.3720 ' 18.793 OK Z-Z, -'-1.357D40.50L-+0.20S-1.OE+1.60 0.6313 -X Bottom 0.324' Mifl Term) % 0.3720' , 18.793 OK Z-Z. +1.357D40.50L+0.20S-1.OE+1.60 0.4353 +X Too 0.324 Min .Temo% ' . 0.3720 . 19.630 OK Z-Z. 40.7432D+€+0.90H 0.2448 -X Too 0.324' Min Temp % ' ' 0.3720 ' 19.630 OK Z-Z. '+0.743204€-+0.90H 0.9888 +X Bottom ' '0.324 Min Temo %' ' 0.3720 ' . 18.793 OK Z-Z. 40.7432D-1.OE-+0.90H 0.9888 -X ' Bottom ' 0.324 Min lemo% 0.3720 18.793 OK Z-Z. *0.7432D-1.0E0.90H 0.2448 +X Too . 0.324 Min Temo % 0.3720 .19.630 OK One Way Shear Load Combination... Vu® -X Vu® +X Vu® -Z ' Vu® +Z . 'Vu:Max Phi Vn Vu! Phi*Vn Status +1.40D+1,60H 0.186 psi . 0.186 psi 0.186 psi 0.186 psi' 0.186'psi' 94.868 psi 0.001961 OK +1.400+1.60H 0.186psi 0.186'psi' 0.186 psi , 0.186 psi' 0.186 psi 94.868 psi. 0.001961 01< +1.357D*0.5OL4.20S++1.60H 0.1802 psi 0.1802 psi 0.1803 psi 0.1803 psi ' ' 0.1803 psi , 94.868 psi 0.0019 OK +1.357D40.50L-0.20S-1,OE+1,60H 0.1802 psi 0.1802 psi . 0.1803 psi , 0.1803 psi 0.1803 psi 94.868 psi 0.0019 ' OK 40.7432D+E+0.90H 0.09847 psi 0.09847 psi ' 0.09873 psi 0.09873 psi 0.09873 psi 94.868 psi 0.001041 OK +0.7432D-1.0Es0.90H 0.09847 psi 0.09847 psi. . 0.09873 psi. 0.09873 psi. . '0.09873 psi 94.868 psi 0,001041 OK Punching shear . . ' . . .' All units k Load Combination... Vu Phi*Vn . ' ' ' Vu! Phi*Vn . Status +1.40D+1.60H 0,4664 PsI . ' 189.737psi 0.002458 ' OK +1.40i+1.60H 0.4664 psi : . 189.737ps1 '. , 0.002458 ' , ' OK +1.357D4ft50L+0.20S+€+1.60H 0.5507 psi ' 189.737os1 '. .0.002902 , OK +1.357D+43.50L+0.20S-1.OE+1.60H 0.5507 psi 189.737 psi ' .0.002902 ' ' . ' ' OK 0.7432D€40.90H , 0.8407 psi , ' 189.7370si ' . 0.004431 ' OK 40.7432D-1.0E40.90H 0.8407 psi 189.737 psi ' , 0.004431 ' 01< Thornton Tomasefti 20 PROJECT 7 PROJECT NO. DATE BY SHEET of SUBJECT 4ic. CHECKED BY r'r DRAWING NO. yr .iI!1 H Li iJ 1 tiLL --- ———MH J--f+——!H . -- -10 .. L. ..............5 ... ....... .....4.........J................j-...-. I 43g9 J.\i\...L... 4 ............ I •1......... .. .. j *1 L L — ............ I........ H *11 I . . .......................................,-..-.- .. I . . 4 ..L.....................J........ !'f www.hlltius Profis Anchor 2.6.3 Company: Page: Specifier: Project: Address: Sub-Project I Pos. No.: Phone I Fax: I Date: 6/8/2016 E-Mail: Specifiers comments: I Input data Anchor type and diameter: Kwik Bolt TZ - SS 304.319 (2) Effective embedment depth: hef.ad = 2.000 in., h m = 2.313 i. Material: AISI 304 Evaluation Service Report: ESR-1917 Issued I Valid: 10/1/261516/1/2017 Proof: Design method ACI 318-11/ Mech. Stand-off installation: eb = 0.000 in. (no stand-off); t 0.375 in. Anchor plate: l x I, x t = 5.250 in. x 5.250 in. x 0.375 in.: (Recommended plate thickness: not calculated Profile: Rectangular plates and bars (AlSC); (L x W x T) = 2.000 in. x 0.500 in. x 0.000 in. Base material: uncracked concrete. 3000, f' = 3000 psi: h = 12.000 in.. Installation: hammer drilled We, Installation conditIon: Dry Reinforcement: tension: condition B. shear: condition B; no supplemental splitting reinforcement present edge reinforcement: > No. 4 bar, Geometry [in.] & Loading [lb, in.Ib] Z.: 01 JJ375 'c ,- —:---:--.•.. ;.• ... -- S - .— .. ... . ... . .' .. . .: - ss'x Input data and results must be chedcod for agreement with the existing conditions and for ptausibi!ihj1J PROFIS Anthor (c) 2003-2009 Hiltl AG. FL-9494 Schaan Huh is a registered Trademark of Mild AG, Schaan www.hlltl.us Profis Anchor 2.6.3 Company:Page 2 Specifier Project:. . .. . Address:Sub Project I Pop. No Phone I Fax I Date 6/8/2016 E-Mail: ...... . . . . 2 Load case/Resulting anchor forces y Load case Design loads Q 3 4 Anchor reactions [IbJ . . .. . . . . :• Tension force (+Tenslon Compression) Anchor Tension force Shear force Shear force x Shear force y 1 1608 80 .80 0 . .. .. 2 0 80. .80 01" Q . .. . . 3 1608 80 80 . . .. . Tension . . ornprer ion 4 0 80 80 0 max concrete compressive strain 0 29 [%o] max concrete compressive stress 1268 [psi] resulting tension force in (x/y)=( 1 875/0 000) 3217 (Ib] resulting compression force in (x/y)=(2 303/0 000) 3217 [lb] Q i ED 2' 3 Tension load Load Nua [lb]. Capacity 4N (Ib] Utilization = Nuj§Nn Status Steel Strength 1608 ..... . . . 36 . . . .. OK Pullout Strength 1608 1873 86 OK Concrete Breakout Strength 3217 3927 82 OK anchor having the highest loading anchor group (anchors In (ension) 3.1 Steel Strength . . . . ... ,. . . . . . . . . . . . ... Nr. ESR value refer to [CC-ES ESR-1917 . . . . .. . . . 4Nsa Nua ACi31811 Table D411 Variables . ......... . . ASC.N (in.2] f.j [psi] .. . . .. . . .. . . . . . . . .. . 0.05 115000 . . . . . . . .. . . . . . .. . . . Calculations . ... . . ..... . . N. ,.. . . . . 5968 ... . . . . Results . . . ...... ...... N [lb] •steel 4t N (lb] [lb] . .. . . . . . . . . 5968 0.750 4476 1608 . . . . . . 32 Pullout Strength N = N12 '\/ refer to [CC -ES; ESR 1917 BOO ACI 318-11 Table 0.4.1.1 .. : .... .. . ....... . .... Variables . . . .. . . . . . . . . . . . 4 (psi] N,2600 [ibi 3000 1.000 2630 .. . . . ....... . . .. . . .. ...... Calculations- ');10:0 1.095 . . . . . .. . . . . . . . .. . . . . Results . . . . . . . .. . . . . . . . . . . . . . . NEJb] •N[1b] N(lb] 2881 0.650 1873 ,. .1608 . . ...... ............. . . Input data and results stheecked for agreement with the existing condlÜbns and for .plauslbilityt PROFiS Anchor (c) 20032009 11211 AG, FL-9494 Sd,aan WON a registeied Tradéiñàrk of Hilo AG. 5daan www.hlltl.us . .. : .... . . . Profis Anchor 2.6.3 Company: . . Page: ...... . .3. . Specifier: . . . . . . . . . . Project:. . . . . . . Address: . . . Sub-Project I Pos. No.'--- Phone I Fax: I . . .:Date: . . 618/2016 E-Mail: . . . . . . ...... . . 3.3 Concrete Broakout Strength . .. .. . ... .. . .. ..; . (ANCO)VOCNWedNWC.N11cPN Nb ACI 31811 Eq. (D4) Na, 2:N11, . .ACI. 318-11 Table D.4.1.1 . . . .•. . ANc see ACI 318-11, Part D.5.2.1, Fig. RD.5.2.1(b) . .. . .... . 0• . . . . ... . A 9h 2 AC1318 11 Eq. (D5) 0•0 leN = ( +2eN)~ 10 ACI 31811 Eq. (D-8) PedN = 07 + 03 () 1 0 ACI 318 11 Eq. (D-10) = MAX (2,i!!e1)s1.o ACI 318-11.Eq.(D12) Nb =k. X. ACI 318-11 Eq;(D-6) : Variables hd Einj eC1N ["ii e tin.] . c3 in.J. . 4IcN- 2.000 0.000 0.000 6.750 1.000 . . . . . . . Xe [psiJ 3875 24. 1.000 . Calculations ANc Lifl.21 [in.2j . %JleclN .. 4Iac2.N 4lod,N 'Vcp.N . Nb [Ib] 58.50 . 36.00 . 1.000 1.000 . .1.000 . i000 3718 Results . 0 . . . . . . . - . . . . . 0 0 N [Ib] •concrete •.Nthg [IbI : N a (Ib) : ............. : 0 6042 . 0.650 3927 Input data and results must be checked for agreemantth the existing conditions and for plausibllityl PROFtS Anchor (C) 2003-2009 HiS AG FL 9494 Schaan HUll Is a registered Trademark of HUll AG Sclraan wwwhUti.us ....: .• S . Profis Anchor 2.6.3 Company: . . . . Page:. . . . .4. .. . . . Specifier: . Project:. . . . Address: .5' Sub-Project I Pos. No.:. Phone I Fax: I . . .. .•. :Date: . 6/8/2016- E-Mail: . . . S . ..... . 4 Shear load Load V11 [lb] Capacity [Ib] Utilization. pv = . . Status Steel Strength* . 80 . 3068 . 3 . OK Steel failure (with lever arm) N/A N/A N/A N/A Pryout Strength .. 320 .......:..............5321 ......... . .:. . . . OK Concrete edge failure in direction X+ex 320 . 2367 . '. 14 . . . OK anchor having the highest loading anchor group (relevant anchors) 4.1 Steel Strength . . ......., . . . ... . 0 Vs. = ESR value refer to [CC-ES ESR-1917 . .. . . . . . . . : +Vi2!Vex ACI 318-11 Table 0.4.1.1. .. . . . . .. . . ., .... Variables v [In.] f [psi]. . . . . .. . . . . . . 0.05 115000 . . . S .. .. . . Calculations . ....... . .....- . ........ V. [lb] . . . . . . . . . . . 4720 . . . .. .. . . . . Results . . . . . . . . .. . V (Ib) 4isieei • V [ib] Vua (Ib] . . . . . . . .. 4720 0.650 3068 . .'.. 80 . .. . . . . . . . . . . 4.2 Pryout Strength . .. . S. . .....S.•S .. ANc Vcp9 = [()wecNweiNvcNwcPN Nb] ACI 318 11 Eq (0-41) ACI 318-11 Table ....... ' . . . ANC see ACI 318-11, Part 0.5.2.1 Fig. RD.5.2.1(b) . . . 55 . .0 . . . .... . .... An, = 9 h1 ACI 318-11 Eq. (0.5) 1 'Vec.N = ( +F) ACI 3W11-Eq. (0-8) 'ed.N =0.7+0.3(f.ii):51.0 . . ACl318-11Eq.(D-1O) S . lllcp.N =M4)((ca.m—__Jn lO . ACI, 318-11 Eq. (D-12) - . .. .. .... . Nb kc Xa'/?hf ACI 318-11 Eq. (D6) Variables h0, [in] eCIN [In) ec2.N [In] (In) 1 2.000 0.0.00 . 0.000 c.N c [In) k 4 [psI) 1.000 3.875 24 . 1.000 -. 3000 . . S Calculations . . . .- . . S 55 5• A [in 2j A 0 1111 2j YecI.N 'hoes N Wed N '4IcpN Nb [lb) 9506 . 36.00 . 1.000 . 1.000 . . 1.000 : - . 0.774 . 3718 Results . . . . . .5 ...... S "m[lb] . concrete • V [lb] V [lb] ......;5 . S . . •. 7601 0.700 5321 . 320 S. Input data and results nitist be decked for agreement with the existing conditions and kir plausibitityl PROFIS Anchor (c) 2003-2009 HIS AG Fl. 9494 Schaan HIS iso registered Trademait of HIS AG Schaan www.hlltl.us . .. . : Profis Anchor 2.6.3 Company Page 5 Specifier; . Project: Address: .. Sub-Project I Pos. No;: Phone I Fax: I : Date: : 6/8/2016 E-Mail: 4.3 Concrete edge failure in direction x+ -. . . . . . . . Vcbg =()wec.vwodvwvwhvilParaue?vVb ACI 31811 Eq (D31) ACI 318-11 Tabi6D.4.1.1 . Avc see ACI 318-11, Part D.6.2.1, Fig. RD.6.2.1(b) . .. . . . . .. . . . Av =4.5c ; . ACI 318.11 Eq: (D-32) . .. . . . . .. . .• Wec.v = ( + .i'i 5 1.0 ACI 318-11 Eq. (D-36) . .. . . .. V 3;/ . . . . . 416d.V =0.7+0.3( c ~ )51.0 ACI 318.11 Eq. (D38) . . . . . . ..... 'VhV J2 t10 ACI 318A 1 Eq (D-39) h. Vb = (7 (i.) )xa I?c ACI 318-.11 Eq. (D33). . . . . . . . . Variables . . . . . . . . . . . . . c [in.) Ca2 [in.] . ecv [in.] . .. h [in.]. 3.000 - 0.000 . 1.400 . . 12.000: . . i Xa d0 [in.] t[psi] 'VpaaTheLV 2.000 1.000 0.375 . 3000 ...........1.000 Calculations . . ... . . . Av. [in.21 AvcO Fin.21 in.v . . . Vb [lb] . . 57.38 40.50 1.000 . .. 1.000 .....1.000. . : . 1705 Results . . . . . . . . V [lb] . • V [ib) . V [ib) •. . . . . . . 3382 0.700 2367 ..310-- 5 Combined tension and shear loads .. . . .. .. . . Utilization 3N.V [%] . . Status 0.859 0.135 . /3 82 , OK PNvI3P <1 . . . . .................... .. . . 6 Warnings . . ... .. .. . . . . Load re-distributions on the anchors due to elastic deformations of the anchor plate are riot considered The anchor plate is assumed to be sufficiently stiff in order not to be deformed when subjected to the loadingi input data and results must be checked for agreement with the existing conditions and for plausibility! Condition A applies when supplementary reinforcement Is uset The 0 factor is increased for non-steel DesIgn Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. . .......................... . Refer to the manufacturers product literature for cleaning and installation instructions. : Checking the transfer of loads Intothe base material and the shear resistance are required in áccordañce with -ACI 318 or the relevant standardl Hilti post-installed anchors shall be installed in accordance with the Hilti Manufacturer's Printed lretáliatlon:Instructiofls (MPh). Reference ACI 318-11, Part 69.1 . . . . .. . . . . . - . . Fastening meets the design criteria! Input data and results must be checked for agreement with the existing cc and forplausbiiityt . . .. . . PROMS Anchor (c) 2003-2009 Him AG. FL-9494 Sthaan Mliii Is a registered Trademark of Huh AG. Schaan . . .. . . www.hlltius .. .• . .. • Profis Anchor 2;6.3 Company: . Page: . . . . 6. Specifler . Project:. . Address: .. Sub-Project l.Pos. No.: Phone i Fax: . Date: . 618/2016 E-Mail: . ... 7 Installation data Anchor plate, steel: - Anchor type and diameter: Kwik Bolt 12 -SS 304 3/8 (2) Profile:.Rectangular plates and bars (AISC); 2.000 x 0.500 x.0.000 in. . Installation torque: 300.000 in.lb Hole dlameter.iñ the fixture: d1 = 0.438 in. . Hole diameter in the base material: 0.375 in. Plate thickness (input): 0.375, in. . . • . Hole depth, In the base material: 2.625 In. . . . Recommended plate thickness not calculated Minimum thickness of the base material 5000 In Drilling method: Hammer drilled . . . .. . . . . ... . Cleaning: Manual cleaning of the drilled hole according to instructions for use Is required. . . . . . . . . . 7.1 Recommended accessories . . . . . . .. . . . . . . . Drilling Cleaning . . . . . Setting Suitable Rotary Hammer • Manual blowøut pump . . . . . Torque wrench .. Properly sized drill bit . .. . . . . • Hammer .. . . Coordinates Anchor In. Anchor x y c.5 c c. c.. . . . . . . . . . 1. -14875 4.875 - 6.750 2 1,875 -1.875 - 3.000 - .- . ,.. . . . .. ... . . .. . . ... . 3 -1 875 1.875 - 6.750 - ...... ........ ... ... . ; . 4 1.875 1.875 i 3.000 - . -.. . .. . . . . . . . . . . . . . input data and results nijst be checked for agreement with the existing conthtions and for ptauslbilityt . . . . . PROPS Anchdi(.c ) 2003-2009 HitS AG. P1-9494 Schaan IilU is a registered Tràdemait of 1-155 AG. Sthaan . .- . ELI www.hlltl.us . S Profis Anchor 2.6.3 Company: . Page: . . . 7 Specifier: . .' . . Project: Address: . Sub-Projeot I Pos. No.:.: Phone I Fax: I •. . . ': .. pate: : . •. 6/8/2016 E-Mail: . . . . •. . . . . . . . 8 Remarks; Your Cooperation Duties :: . . ... •. . .5. . Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hillis technical dirOctlons.and operating, mounting and assembly Instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out. by means of the. Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness arid the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to Interpret norms and permits without any guarantee as to the absence of errors the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit dámàge caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out The.updates of the Software offered by Hilti on a regular basis. If you do not use theAutoUpdate function of the Software, you mustensure that You 'are using the currentand thus up-to-date version of theSoftware In each case by carrying out manual updates via the Hilti Website HIM 'will not be liable for consequences, such, as the. recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. . .. .. .. . . Input de and results must be checked for agreement wth the.existing conditions and for plausibilutyl • . .. .. •55 ..5 . . S. PROFIS Anchor (c) 2003 2009 Huh AG FL 0494 5chaan H(H is a registered Tmdeniait of Huili AG Schaan N : I'IL Inew1 Rilir Saddle J— Raitin Saddle RBSIF I2rs Muirt - P1ttnStd 0 Scpailolt - (see ltagi 264F1 to 26771) F2' 02.7 mm) rte Flat -Bar CR1 POST RAILING SYSTEMS CR1 P5 Series Post Railing Kits For Use With 1/2"(12 mm) to 1" (25 mm) Thick Panels : class Fabrication Required PoleeJs or Exceeds Code Standards Post uppurts1_1/4uor1_1Ih (31.8 or 38.1 mm) Diameter Schedule 40 Handrail TUbing Standard Post HeittLs are 36" (914 ñn) and 42k(107 ii), WithCustom Heights AVailble '' Two Standard Stainless Finishes, With Custom Powder Paint Finities Also Available CR1. P5 Series Post Railing Kits are designed for commercial or redemilal apca1ion.s that meet or exceed guard rail code' slandaids. PS Posts are manufactured from hot bar StuInlc Clod, and dcIgnod to support l-114' (31.8 mm)to 1li2" (38.1 mfll) Schedule 40 KtiZojattil Tu,ir (see pac 408R). 4.34 (121 ritg 1W Degrez Cow Eerd D aO icr lEOVEGREE CENTtB POST KITS w2i(;- lU) lt21] - I211IJ psaacss 042CBS 304- Brushed Slainless F336CFS P542CP3 304 Polished Stainless wk—-- t 11 fl1. b.., 14. v-1,.Ià,lt.....fl'. G1 . 57lS (t49mm} 34118 Ut (657 wn) 112.7 mm B51F Elass 4161Jn1 Filtine Sold Separately (nttr p'zgtts - 66R to 267R) l;~InftjNr With I.. Po1 lC 127 nirll) Base Plre3(W (5.5mm) Th1st 7rrisI vk'n Side )Iieni 42'(1057 mm) Post Ku :.lrictdi w1iai.i.—J.. Pist Kit 7L_ 1127 x 127 mm) Base Pbtd 218, (5.5 mci) Ti k* Fcont View Side vr* 36'(914 mm) Post Kit (IFFEIW POST kJJS ' RIGHT ENO 'POST Kif S _---- LMIX A PS?6159S 1`5421.ES 3114 8rushad Stairdess PI36REBS P542&SS 304 Brushed Stainless P535LEP F542L5P5 304 PgUyli4 5tainl.s P53REPS' P542RTP . '304 Polished Stainless ILIU 4& 1d1, 'el4. i'4 tLlU,tIriC ' •'a,,l, .,lc. ', s:ren' '1 i4t1 CIII CR LORE NCE COMPANY 7 7crlaurence corn ThOR I crl-aurence.ca criauretice. cum. au crlraurence.c 1. o.uk crlaurence.de crlauren.re.eu P Series. Stainless Steel Posts 02/26/2015 Page 19 of 47 15 €:-' C 2 Railing Saddle 1/2" x 2" Stainless steel (304) bar post mounted ___________ on stainless steel bar stanchion attached to I RB51 F stainless steel base plate 5-7/8- (149mm) (o KCO Separately —diI Post Strength at bottom- 2" x 1/2" bars . II (see pages U U Zyy = 0.5*22/4 05 ills . .. . . . . 266R to 267R) F =30 ksi (12.7 miii) M = 1 bar*Z*F = 0.5. in3 *30 ksi = 15,000"# Thick Flat Bar Strength per AJSC DG 27 404/8 1/2 Service moment 1019 mm) (127 mm M5 = Mn/1.67 = 15,000"# /1.67 = 8,982"# Weld to base plate 1/4" bevel weld down sides— RB51 F Weld filler to match post and base plate Glass t gM Sold Separately Weld strength: (see pages S weld = 2*0.25*22/6 . . . . S = 0.333 ins . :. . Base Flange Mn = SF =0.333 1n3*75 ksi = 25,000#" r Cover 1 u. M5 = Mn/27 = 25,000#"/2.7 = 9,259#" Allowable top rail load for 42" total height ilncftid:d With Kit L Tx 5 (127Post x 127 mm) —i Post moment will be controlled by the bar Base Plate 3/8 (95 mm) Thick strength: . .. . . Front View Side View P = 8,982#"/42" = 214# Lateral load strength of post Mnb = (0 5"2*2"/4)*30 ksi = 3,750#" based on bar yielding at base plate weld = (0 25"*2"*0 5")*75 ksi = 18,750#" based on base plate weld = 3,750/1.67 = 2,246"# or . . . .. •. ..... . . . . Ms = 18,750/2.7 = 6,944"# .. . ....... . Top rail lateral force = 2,246/42 = 53#/ post This post may not be installed without lateral support (glass lights m place or top rail otherwise braced against longitudinal loads 29 Edward C..Robison,PR, S.E. 10012 Creviston DR NW Gig Harbor, WA 98329 . 30 P Series Stainless Steel Posts 02/26/2015 Page 20 of 47 POST P5 continued: Base Plate 5" square base plate same as previously checked Glass fittings - RB5 iF/RB 50F refer to fitting caics Hand Rail Bracket Railing SS saddle attached to top of post. •. V .. Saddle 1/8" saddle pressed onto top of post Top rail to saddle No significant bending Check for shear transfer: Two #8 self drilling screws Va = 45ksi*0.164"*0.065" = 480#/ screw . V Vt = 480#*2 screws = 960# Maximum applied load 300 V V V V Sheet strength: Z 2"0.125/4 = 0.0078 in3 .. V V V• V V F =75 ksi for rolled SS sheet 1/4 hard . . V. V V .... M = Zs*Fy = 0.0078 in3*75 ksi = 586 A = K/1.67 = 586#"/1.67 = 350#" Post Deflection: V • V V Top of post deflection from 200# load: A = 200#*H"3/(3E1) V V V VV Average I for tapered post bar- V V V V V Jave = 0.5*1.5"3/12 = 0.14 in4 V V V V V V V V For 42" post height: A= 200#*421131(3*27x106*0 14) = 1.30" Edward C. Robison, P.R., S.E. 10012 Creviston DR NW Gig Harbor, WA 98329 P Series Stainless Steel Posts 02/26/2015 Page 32 of 47 5"xS" Base Plate design May be used with any post Q () for 3/8" plate Z = 5" • 3/82 =0 176 in3 4 . .. F=45ksi M=ZF Mn =0 176*45ks1 = 7,910#" L _____ M = M,/1.67 . .. . . M -7,910#"/167 . . . .. . . M=4,737#" 0 0 Calculate base plate reactions and moment based on the nominal strength of the posts M = 19,805"# ITS M Tb = M/4.125'72 bolts < Ii >\f Tb = 19,805/(4 125*2) = 2400/i E . [ 2" 7/8"5/8J" Nominal anchor tension rr-p ii I I Ti . Base plate moment H t M = 2*Tb*7/" . S Tb . . . . Cb M = 2*2400*(7/8") = 4201#" M <øM therefore okay Service tension . .. 5 . . .. .B Tb, 11 1140#"/(4 125*2) = 1,350# Base plate anchor strength Service strength required for anchors for anchorage to steel on concrete For anchorage to steel use 3/8" bolts THIS BASE PLATE MAYBE USED WITH ANY OF THE POSTS IN THIS SERIES THE STRENGTH AND ANCHORAGE WILL BE THE SAME FOR ALL POST TYPES Edward C Robison, RE., S.E. 10012 Creviston DR NW -253-858-.0W Gig Harbor, WA 98329 fax 253-858-0856 email-.-dkobisoii@harrows.com 31 P Series Stainless Steel Posts 02/26/2015 Page 33 of 47 5"x5" BASE PLATE MOUNTED TO CONCRETE . Expansion Bolt Alternative: Base plate mounted to concrete with ITW Red Head Trubolt wedge anchor 318"x3.75" concrete anchors with 3" effective embedment. Anchor strength based on ESR-2427 Minimum conditions used for the calculations: f'~ 3,000 psi edge distance =2.25" spacing = 3.75" --j .y / I h = 3.0": embed depth J/J I I PAW MW - ( For concrete breakout strength: PARt 5O6 fV64 91ô 9I4 6S PGE ARCMOR Ncb = [ANcg/ANco}qed,Nqc,Ncpcp,NNb ANcg= (1.5*3*2+3.75)*(1.5*3+2.25) = 86.06 j2 2 anchors .J ANco 9*32=81 jfl2 Ca,cmjn = 1.5" (ESR-2427 Table 3) CaC = 5.25" (ESR-2427 Table 3) ed$=l.O qc.N = (use 1.0 in calculations with k = 24) q.r4= max (1.5/5.25 or. 1.5*3"/5.25) = 0.857-(cajn :5cac) Nb = 24*1.0*I3000*3.013 = 6,830# NO = 86.06/81 * 1.0* 1.0*0.857*6,830 = 6,219~ 2*4,200 based on concrete breakout strength. Determine allowable tension load on anchor pair Ts = 0.65*6,219#I1.6 = 2,526# Check shear strength - Concrete breakout strength in shear: Vb = AVc/AVCO(pedvqcvpVVb = (1 5*3 *2+3 .75)*(2.25*1.5) = 43.03 A0= 4.5(ca1)2 =4.5(3)2=405 ed.V 1.0 (affected by only one edge) Pc,v= 1.4 uncracked concrete (Pl.v= I(1 .5Cai/ha) = v'(l .5*3/3) =1225 Vb= [7(1e/da 02V'daJ?V'f'c(Cai)13 = [7(i.62510.375)02V'0.375] i.0I3O0O(3 .0)15 =1 ,636# Vcb = 43.03/405*1.0*1.4*1225*1,636# = 2,981# Steel shear strength = 1 ,830#2 = 3,660 Allowable shear strength øVN/1.6 = 0.70*2,981#/1.6 = 1,304# Shear load = 250/1,304 = 0.19:5 0.2 Therefore, interaction of shear and tension will not reduce- allowable tension load: Ma=2,526#*43751' = 11,053"#> 10500"# DEVELOPS FULL BASEPLATE MOUNTING STRENGTH. LiO W.ABLE SUBSTITUTIONS: Use same size anchor and embedment - HiltiKifBbltTZ in, accordance with. ESR-1917 Pvers PowërStud+ SD2 m accordance with E9R-2502 Powers Wedge-Bolt+ in accordance with ESR-2526. Other anchors may be used if checked- for the imposed loading conditions. Edward C. Robison, P.E., S.E. 10012 Créviston DR NW 253-858-0855 Gig Harbor, WA 98329 fax 253-858-0856 email: elrobison@narrows.com 32 33 Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE7-10. Load Combination Set: ASCE 7-10 Material Properties Analysis Method Allowable Stress Design Fb Tension 1 350 0 psi E Modulus of Elasticity LoadCombinatlonASCE 7-10 Fb - Compr 1,350.0 psi Ebend-xx 1,600.0ks1 Fc - Pill 925.0 psi Eminbend - xx 580.Oksi Wood Scles : Douglas Fir - Larch Fc - Pep 625.0 psi Wood Grade : NO Fv 170.0 psi Ft 675.0 psi Density 31.20pc1 Beam Bracing : Completely Unbraced 4x6 Span = 8.0 It Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Loads on all spans... Point Load L = 0 10 Center of each Span i 3ximuiT1Bendin9 Stress Ratio = 0.091:1 Mäxlmurii' Shear Stress Ratio = .0.030:1 Section used for this span 44 Section used for this span 4x6 lb : Actual = 158;70psi fv Actual = 5.05 psi FB : Allowable = I ,744.44psi Fv : Allowable .= 170.00 psi Load Combination 40+1*1. Load Combination . *04+H Location of maximum on span = 4000ft Location of maximum on span = 7.562 ft Span # where maximum occurs = Spáh'# 1. Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.024 in Ratio = 4021 Max Upward 'transient Deflection 0;000 in Ratio = 0<360 Max Downward Total Deflection 0.616 in Ratio = 3327 Max Upward Total Deflection 0;000 in Ratio = 0<240 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C Cr Cm C t CL M lb Pb V fv F'v 401+1 . 0.00 0.00 0.00 0.00 Length =8.Oft 1 0.014 0.008 0.90 1.300 1.00 1.00 1.00 1.00 0.99 003 22.69 1571.03 0.01 1.16 153.00 +04L+H 1.300 1.00 1.00 1.00 1.00 '0.99 0.00 0.00 0.00 0.00 Length =8.oft 1 0.091 0.030 1.00 1.300 1.00 1.00 1.00 1.00 0.99. 0.23 158.70 1744.44 0.06 5.05 170.00 1.300 1.06+ 1.00 1.00 100 099 000 000 000 000 Length =80ft 1 0.010 0.005 125 1.300 100 100 100 100 099 003 2269 217679 001 116 21250 #0S+FI 1.300 1.00 1.00 100 1.00 0.99 0.00 0.00 0.00 0.00 Length =80ft. 1 0.011 0.006 115 1.300 100 100 100 1.00, 099 003 2269 200405 001 116 19550 00.75QLr*0.750L+H 1.300, 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 '0.00 Length=8.0ft 1 0.057 0.019 1.25 1.300 1.00 1.00 1.00 1.00 0.99 0.18 124.70 2176.79 .0.05 4.08 212.50. I IUsërslABeebé\Desktop\Tfl3-PROJ-1tTHESHO-1THESHQ-zEC6 INC 1983-2015 Build615730,V Ver61573O Description: Hanging Light Support between (E) Beams ' Load Combination Max Stress Ratios '. : Moment Values Shear Values Segment Length Span# M V C CFN Cj Cr: ,' Cm C t: CL Mr lb ': Pb . V iv Fv +040.750Lt0.750S+H 1.300 1.00 1.00 1.00 . 1.00 0.99. . . 0.00 0.00 0.00 . 0.00 Length =8.0ft 1 0.062 0.021 1.15 1.300 1.00 1.00 1.00 1.00 0.99 0.18 124.70 2004.05 0.05 4.08 195.50 +04060W+H 1.300 100 100 100 100 099 000 2779.11 . 000 000 000 Length = 8.0 It 1 0.008 0.004 1.60 1.300 1:00 1.00., 1.00 1.00 0.99 0.03 .. 22.69 001 1.16 272,00 +11100.070E+H 1.300 100 100 100 100 099 000 000 000 000 Length 8.Oft 1 0.009 0.005 1.60 1.300 1.00 1.00 1.00 1.00 .0.99 0.04 . 25.18 2779.11 0.02 1.28 272.00 0'0.750Lr40.750L40.450W+H 1.300 1.00 1.00 1.00 1.00 0.99 . 0.00 0.00 0.00 0.00 Length 8.0ft 1 0.045 0.015 1.60 1.300 1.00 1.00 '1.00 1.00 0.99 0.99 . 0.18 124.70 "2779,11 0.05 4.08 272.00 040 '.750L40.750S.0.450W41 1.300 1.00 1.00 . 1.00 1.00 . .• . 0.00 . 0.00 0.00 0.00 Length 8Oft 1 0.045 0.015 160 1.300 100 100 100 100 099 0.99 . 018 12470 277911 0.05.408 27200 1,082D,0.7501-,0,7505,05250E 1.300 1.00: 1.00 1.00 .1.00 . . . 0.00 0.00 0.00 0.00 Length 8.0ft 1 0.046 0.015 1.60 1.300 1.00 1.00 .1.00 1.00 0.99. 6.19 ' 126.57 2779.11 0.05 4.18 272.00 40 600+0 60W+0 60H 1.300 1.00. 100 1.00 1.00 099 000 000 000 000 Length =8.oft 1 0.005 0.003 1.60 1.300 1.00 1.00 ' 1,00 1.00 0.99 ' 0.02 ' 13.61. ' 2779.11 0.01 0.69 272.00 40.4902040.70E40.60H 0 1.300 1.00 1.00 1.00 1.00 0.99 ' . . : ' 0.00 .2779.11 . '0.01 .0.00 0.00 0.00 Length 8.0ft 1 0.004 0.002 1.60 1.300 1.00 1.00 .1.00 1.00 0.99 . 0.02 ' 11.12 0.57 ' 272.00 Overall Maximum Deflections . Load Combination Span Max. - Dell Location in Span ' Load Combination ' Max. W Defi Location in Span 1 0.0288 '4.029 . , , , . '. . . " 0.0000 0.000 Vertical Reactions Support notation Far left s #1 . Values in KIPS Load Combination Support 1 Support 2 . Overall MAXimum 0.067 0.067 Overall MiNimum 0.010 0.010 0.017 0.017 .......... ' . . 0.067 0.067 , 'O•, , ' . . 0 0 ' , 0.017 0.017 +0+S41 0.017 0.017 0 , +040,7501r#0.750L*I ' 0.054 0.054 40+0 750L+0 750S41 0.054 0.054 #0-'0.60W+H 0.017 0.017 +00.70E+1-1 0.017 0.017 "D40,750Lr40.750L+0,450W4H 0.054 0.054 #040150L40.7505+0,450W41 0.054 0.054 4040.750L40,750540,5250E41 0.054 0.054 40.60040,60W40,60H 0.010 0.010 0.60D+0.70E*0.60H 0.010 0.010 DOnly 0.017 0.017 ' 0 , 0 , ,•' , 0 , , , IrOnly L Only 0.050 0.050 SOnly WOnly EOnly HOnly 35 A WI tie cusersAueeoe%uesxropI iu-rtuJ-iu Mn1iIrirlu-Lo eeu earn r' - ENERCALC INC1983-20l5 8uild.615.730 Ver615730 Decription : Hagin9 Llgh.t Support- Pennys Court Priniary Beam W66- Calculations per AlSC 360-10, IBC 2012 ASCE 7-10 Load Combination Set: ASCE 7-10 Analysis Method Load Resistance Factor Design Fy Steel Yield 46.0 ksi Beam Bracing: Completely Unbracd E: Modulus: 29,000.0 ksi Bending Axis: Minor Axis Bending Load Combination ASCE 7-10 Li?L3) Span 18.Ofi HSS631(4 Service loads entered Load Factors will be applied for calculations. Beam sell weight calculated and added to loading Load(s) for Span Number 1 Point Load:.L:=0.30k9.Oft,(Llqht), - Maxlmum-Bnding Stress-Ratio = 0,186:: 1 Maxim. üm'Shear Stress; Ratio= 0.015:1 Section used for this span HSS6x3x1!4 Section used for this span HSS6x3x1/4 Mu: Applied 2835k-ft Vu : Applied 0.3899 k Mn • Phi: Allowable -15.215 k-ft Vn * Phi: Allowable 26635 k Load Combination +i.20040.50Li'+1.60L+1.60H.. Load Combination - +1.20D.0.50Lr+i.60L+1.60H Location of maximum on span 9,00011 Location of maximum on span 0000 It Span # where-maximum occurs Span #1 Span # where maximum occurs. Spán# 1 Maximum Deflection Max Downward Transient Deflection 0.84 In Ratio a 562 - Max Upward Transient Deflection 0.000 in Ratio ,= 0 <360 Max Downward Total Deflection 0.884 in Ratio :F 370 Max Upward Total Deflection 0.006 in Ratio= ib <240 - - MaxImurnForces&Stresses;forLoadComblnations - - - Load Combination Max Stress Ratios Summary of Moment Values - - Summary of Shear Values Segment Length: Span # M V max Mu + max Mu Mu Max Mny PhiMny Cb Rm VuMax Vny PhlVny +1.40D+1.60H - - - - - - osgn.L= 18.00 ft 1 0.052 0.007 0.79 - 0.79 16.91 15.21 1.14 1.00 - 0.17 29.59 26.64 +120D40.591+1.60L+1.60H - - Dsgn 1= 1&00 It 1 0.186 0.015 283 283 1691 1521 127 1.100 0.39. 2959 2664 1.20D+i.60L'.0.505+1.60H - - - - Dsgn. L 18.00 it 1 0.186 0.015 2.83 2.83 - 16.91 15.21 1.27 1.00 0.39 29.59 26.64 +1.20D+1.601r40.50L+1.60H - Dsgn L= 1.8.00 it 1 0.089 0.008 135 135 1691 1521 122 100 022 2959 2664 - Dsgn.L = 1&00 It 1 0.044 0.006 0.67 - 0.67 16.91 - - 15.21 114 .1.00 0,15 29.59 26.64 +1.20D-'0.50L+1.60470.H - - - - Dsgn.L= 18.00 it 1 0.089 0.008: 1.35 1.35 16.91 15.21 1.22 1.00 0.22 29.59 26.64 +1.200+1.60S40.50W+160H - - Dsgn L= 1800ft 1 0044 6.006 067 067 1691 1521 114 100 015 2959 2664 1.2OD40.50Lr4050L+V+1.60H - Dsgn.L= 18.00 it 1 0.089 0.008 1.35 1.35 18.91 15.21 1.22-1.00 0.22 29.59 26.64 +1 20D.0 50L40 5osW+i 6011 Dsgn L 18001 1 0.089 0008 135 135 1691 15.21,122 100 022 2959 2664 +1,20D#0.50L40,S++160H Dsgn L 18001t 1 0.089 0.068 135 135 1691 1521 122 ioo on 2959 2664 40 90D4W-to 90K Dsgn.L* 18.00ft 1 0.033 0.004 0.51 . 0.51 1691 15.21 1.14 1.00 0.11 29.59 -26.64 40.90D+E40.90H 36 s . "'•'•'•...,' ea, .. ;..; ,'Fi!e à:\Users8eebe\Desktopvrn3-PRoJ-1THEsHO-1tTHESHo-2.EC6 In ENERCALC INC 1983-2015 8udd615730 Ver615730 - - I • Ills Description: Hanging Light Support. Penny's Court Primary Beam . I Load Combination Max Stress Ratios . Summary of Moment Values Summary of Shear Values SegmentLength Span# M V max Mu+ màxMu - Mu Max Mnx ,PhlMnx Cb Rm VuMax Vnx PhiVnx Dsgn.L= A00 ft 1 0.033 0.004 0.51 .' 0.51 16.91 15.21 1.14 1.00 0.11 29.59 26.64 OvèrallMàximum DefIetions Load Combination Span Max. -• Dell Location in Span Load Combination Max. W Dell Location In Span 1 0.5838 9.090 .................0.0000 0.000 Vertical Reactions . . Support notation: Far left is #1. . Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.275 0.275 Overall MiNimum 0.075 0.075 . . . . .1341 0.125 0.125 . -+0+1-+H - 0.275 0,275 *0'ilr+H 0.125 0.125 . . . . . 0.125 0.125 4040,7501-r40,7501-41 0.237 0.237 . . . . . .. ' . . . . +O0.750L40.750S4l 0.237 0.237 *040.60W41 0.125 0.125 5 . *040.70E*H 0.125 0.125 +0+0.750Lr*0.750L*0.450W41 0.237 0.237 40*0.750L40.750S40.450W41 . 0.237 0.237 . 040,750L40.7505*05250E41 0.237 0.237 40.60D*0.60W*0.60H 0.075 0.075 40.60D*0.70E*0,60H 0.075 0.075 . . . . DOnly 0.125 0.125 . S LrOnly L Only 0.150 0.150 SOnly . S WOnly . . . EOnly. .5 . . HOnly 37 fs. iç r earn .. S ENERCALC. INC l9R-2O15 R,nld &16 7 Veri %7.3n Dèsciiption: Hanging Light Support - Penny's Court Secondary Beam Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set: ASCE 7-10 Analysis Method: LádResistinFcto Design Fy : Steel Yield: 36.0 ksi Beam Bracing Beam is Fully Braced against lateral torsional buckling E Modulus 29 000 0 ksl BendingAxis: Minor Axis Bending Load Combination ASCE-7-10 Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load(s) for Span Number I POkt LOad: L=0.1Ok5;0ft,(uqht) Maximum Bending Stress Ratio = 0.266: 1 Maximum Shear Stress Ratio = 0 011 1 Section used for this span MC6x7 Section used for this span MC6x7 Mu: Applied 0:505k-ft Vu : Applied 0.1220 k Mn * Phi: Allowable 1.86 k-ft Vn * Phi: Allowable 10635 k Load Combination +1.,20D+O 50Lr+1 60L+1 60H Load Combinati on +1 20D0 50Lr+1 60L+1 60H Location of maximum on span 5 000ft Location of maximum on span 0000 ft Span # where maximum occurs Span L1 Span #whdre maximum occurs . Span #1 Maximum Deflection Max Downward Transient Deflection 0207 In Ratio- 578 Max Upward Transient Deflection 0000 in Ratio = 19, <360 Max Downward Total Deflection 0 298 in Ratio = 402 Max Upward Total Deflection &Obd in Ratio = - <240 Segment Length Span # M V max Mu + max Mu -. Mu Max Mny PhlMny Cb Rm VuMax Vny Phi*Vny +1.40D+1.60H Dsgn.L= 10.00 It 1 0.065 0.005 0.12 0.12 . 2.11 1.90 1.00 1.00 0.05 11.82 10.64 1.20..5O+160L+160H DsgnL= 10.00 It 1 0.266 0.011 050 0.50. 211 1.90,100 100 012 1182 1064 +1.20D+1.60L50S+160H . -• Dsgn.L 10.00ft 1 0.266 0.011 0.50 0.50 2.11 1.90 1.00 1.00 0.12 11.82 10.64 +1.200+1.60[r4050L+160H . Dsgn L= 1000ft 1 .0.121 0.006 023 0.23,211 190 100 100 007 1182 1064 +1.20D+1:60Lr.*0.50W+1.60H Dsgn.L= 10.00ft 1 0.055 0.004 0.11 1.90 1.00 1.00 0.04 11.82 10.64 +1.20D40.50L+1.605+160H Dsgn. L= 10.00 ft 1 0.121 0.006 0.23 0.23 .2.11 1.90 1.00 1.00 0.07 11.82 10.64 +1.2OD+1.60S0.50W+1.6QH . Dsgn:L= 10.00 ft 1 0.055 0.004 0.11 . . : 0.11 2.11 1.90 1.00 1.00 0.04 11.82 10.64 +1.20D.5QJ.50L+j60H . . Dsgn.L= 10.00 ft 1 0.121 0.006 0.23 0.23 2.11 1.90 1.00.1.00 0.07 11.82 10.64 +120D.5OL50S.+160H . . Dsgn L= 10.00 ft 1 0.121 0006 023 0.23,211 190 100 100 6.07.1182 1064 +1.2OD.50L+0,20S++160H DsgnL= 1000ft 1 0.121 0.006 023 023 211 190 100 100 007 1182 1064 40.901):040.901-1 . . . Dsgn.L= 10.00ft 1 0.042 0.003 0.08 . 0.08 2.1V 1.90 1.00 1.00 0.03 11.82 10.64 0.90D+E4901-1 . . 38 - I Steel Beam. File c USer&ABeebe\Deskt6pT113-PROJ-1THESHO-11ThESHO-2 EC6 h Description: Hanging Light Support - Pennys Court Secondary Beam S Load Combination Max Stress Ratios . Summary of Moment Values Summary of Shear Values Segment Length Span # M V max Mu -i' max Mu Mu Max Mnx PhiMnx .Cb' Rm VuMax Vnx PhlVnx Dsgn.L= 10.0011 1 0.042 0.003 0.08 0.08 2.11 1,90 '.1.00, 1.00 0.03 11.82 10.64 Overall Maximum Deflections Load Combination Span Max. "-" Dell Location in Span Load Combination . Max. + Dell Location in Span *D+L#H 1 0.2982 5.050 . . . . 0.0000 0.000 Vertical Réäctlons . Support notation: Far lOft is #1 ValuOs In KIPS Load Combination Support 1 Support 2 . . . Overall MAXImum 0.085 0.085 . Overall MiNimum 0.021 0.021 . . 0.035 0.035 40+L-+H 0.085 0.085 '. . . . 40+1.r-*I 0.035 0.035 .. S 0.035 0.035 5 . 40+0.750Lr40.7501-41-1 0.073 0.073 s-O#0.750L40.750Si+I 0.073 0.073 +O+0.60W41 0.035 0.035 . . . . . .D-.0.70E*H 0.035 0.035 O40,750Lr40.750L40,450W4H 0.073 0.073 . . . . .5 . . . . . . . . 4040.750L.0.7505.0,450W+H 0.073 0.073 O0.750L40.750S40.525OE4H 0.073 0.073 40.60D40.60W40.60H 0.021 0.021 40.60D40.70E40.60H 0.021 0.021 . . . . . . D Only 0.035 0.035 . . .. . LrOn?y .. . . L Only 0.050 0.050 . . . . SOnly . . WOnly .. . . . . S EOnIy HOnly , 1r __ ---- / _ /; ri.i • ,• it ViI/!&Vi I__ --- As-built Detail Radius skylight #2 1' ' 4. •, As built conditions reviewed on site with no I: exceptions I -t ;- ;H.-': ¶• !EVIEW DATE: May08, 201] REVIEWED REVIEWED AS NOTED 0 REVISE & RESUBMIT 0 SUBMIT SPECIFIED ITEM REJECTEO fl_ THIS IS FOR COMPLIANCE WITH THE DESIGN INTENT OF THE DRAWINGS AND SPECIFICATIONS. APPROVAL DOES NOT RELEASE THE CONTRACTOR OR SUBCONTRACTORS FROM ANY RESPONSIBILITIES AS OUTLINED IN DRAWINGS OR SPECIFICATIONS. THIS REVIEW SHALL NOT CONSTITUTE ACCEPTANCE OF COMPONENTS OR ASSEMBLIES NOT IN COMPLIANCE WITH CODE REQUIREMENTS, NOR SHALL A REVIEW CONSTITUTE ACCEPTANCE OF CONSTRUCTION MEANS AND METHODS THESE ITEMS SHALL REMAIN THE SOLE RESPONSIBILITY OF THE CONTRACTOR AND SUBCONTRACTORS. 3500 We*l Burbank 81*0. Bo,bank, CA91505 I 818972 5080F BIB BIB 3895 wv*LO50I*gngro**pco.* . •/.• ;.• !!20 1[),. $.. _4.• - .-- B •_-:, r ............................• • . - - I • .. •-$ -. - B 4 • I - .5.. • ,.I . - 1 A I Ma,cy's..Me-no, and Housewares Ref. Detail 12/A5.2 DATE: May08, 2017 BY: A REVIEWED 0 REVIEWED AS NOTED Ii REVISE & RESUBMIT LI SUBMIT SPECIFIED ITEM riiREJECTED 11 THIS REVIEW IS FOR COMPLIANCE WITH THE DESIGN INTENT OF THE DRAWINGS AND SPECIFICATIONS. APPROVAL DOES NOT RELEASE THE CONTRACTOR OR SUBCONTRACTORS FROM ANY RESPONSIBILITIES AS OUTLINED IN DRAWINGS OR SPECIFICATIONS. THIS REVIEW SHALL NOT CONSTITUTE ACCEPTANCE OF COMPONENTS OR ASSEMBLIES NOT IN COMPLIANCE WITH CODE REQUIREMENTS, NOR SHALL A REVIEW CONSTITUTE ACCEPTANCE OF CONSTRUCTION MEANS AND METHODS THESE ITEMS SHALL REMAIN THE SOLE RESPONSIBILITY OF THE CONTRACTOR AND SUBCONTRACTORS. 35M Wm 8,,80nk 81,8 8rb,k, CA 91555 T 818972 5080 F 9I 849 3895 LDAdesgnWoopcon, Radius skviiaht #3 M-a*' c s. Wo m e n s Ref. Detail 12/A5.2 \ mww7#1 t' I now '1 ll_1rII., -. Detail 20GA. 'métàl Stud bridging where required USP ENDED LINEAR ME DUNG /8." GYP BD WITH 'LEVEL 5 INISH EWCOLUMN FINISH USPENDED GYP BD CEILING ITH LEVEL 5 FINISH ' JC7 Pe,nny .Court As built conditions reviewed on site with no exceptions DATE: M ay82O17 BY: p7VREVIEWED 0 REVIEWED AS NOTED 0 REVISE & RESUBMIT 0 SUBMIT SPECIFIED ITEM 0 REJECTED 0 THIS REVIEW IS FOR COMPLIANCE WITH THE DESIGN INTENT OF THE DRAWINGS AND SPECIFICATIONS. APPROVAL DOES NOT RELEASE.THE CONTRACTOR OR SUBCONTRACTORS FROM ANY RESPONSIBILITIES AS OUTLINED IN DRAWINGS 'OR SPECIFICATIONS. THIS REVIEW SHALL NOT CONSTITUTE ACCEPTANCE OF COMPONENTS OR ASSEMBLIES NOT IN COMPLIANCE WITH CODE REQUIREMENTS, NOR SHALL A REVIEW CONSTITUTE ACCEPTANCE OF CONSTRUCTION MEANS AND METHODS Ref. Details 15&20/A52 THESE ITEMS SHALL REMAIN THE SOLE RESPONSIBILITY OF THE ' U CONTRACTOR AND SUBCONTRACTORS. ' 3500 Wóst 8obk S. CA 91505 T'878 9725000 F818.&483895 11)Adasi,groop6 Valuation: Comm/Res (CIR): Building Fee Plan Check Fee Strong Motion Fee Green Bldg. Stand: Fee Green Bldg PC Fee License Tax/PFF License Tax/PFF (in CFD) CFD 1St hour of Plan CheckFl re Expedite Plumbing Mechanical Electrical $5,905,620 C $13,296.45 $9,307.52 $1,240.00 $236.00 City of Carlsbad . Valuation Worksheet Building Division Permit No: L.. Address'.,, . - Assessor Parcel No. Date. . By Typeófwork . AreaofWork Multiplier VALUE SFD and Duplexes $139.52 . $0.00 Residential Additions $166.81 $0.00 Remodels / Lofts $45.78 $0.00 Apartments & Multi-family $124.35 $0.00 Garages/Sunrooms/Solariums $36.40 $0.00 Patio/Porch $12.13 $0.00 Enclosed Patio $19.71 $0.00 Decks/Balconies/Stairs . $19.71 $0.00 Retaining Walls, concrete, masonry $24.26 $0.00 Pools/Spas-Gunite $51.56 $0.00 TI/Stores, Offices 129,000 $45.78 $5,905,620.00 TI/Medical, restaurant, H occupancies $63.70 $0.00 Photovoltaic Systems/U of panels ________ $400.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 Fire Sprinkler System $3.94 $0.00 Air Conditioning - commercial $6.37 $0.00 Air Conditioning - residential $5.31 $0.00 Fireplace/ concrete, masonry $4,883.11 $0.00 Fireplace/ prefabricated Metal . $3,319.61 $0.00 $0.00 $0.00 TOTAL $5,905,620.00 CFD lI Yes (PFF=1.82%) 0 No (PFF = 3.5%) Land Use: Density: Improve. Area: Fiscal Year: Annex. Year: Factor: CREDITS PFF and/or CFD Explanation: crCity of Carlsbad PLUMBING, ELECTRICAL, MECHANICAL WORKSHEET B-18 Develooment Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov Building@cartsbadca.gov Project Address: 2525 EL CAMINO REAL Permit No.: ,/,4 JLYY Information provided below refers to work being done on the above mentioned pebTA only. This form must be completed and returned to the Building Division before the permit can be issued. Building Dept. Fax: (760) 602-8558 Number of new or relocated fixtures, traps, or floor drains.......................................................41 New building sewer line' ..................... ..................................................................... No X Number of new roof drains? ................................................................................................................ Install/alter water line? ......................................................................................................................... Number of new water heaters? ......................................................................................................... Number of new, relocated or replaced gas outlets? . Number of new hose .................................................................................................................. Ne%~/expanclecl service: Residential Permits: Nurrr of new amps: ______________ Minor Remodel only: Yes_____ No (1)3000A, 1 20/208V,3Ph Commercial/Industrial: (2)2000A120/208V,3Ph Tenant Improvement: Number of existing amps involved/n this projeth (2)2500A,120/208V,3Ph Number of new amps involved in this project: No change New Construction: Amps per Panel: Single Phase ...............................................................Number of new amperes Three Phase.................................................................Number of new amperes Three Phase 480 .......................................................... Number of new amperes Number of new furnaces, A/C, or heat pumps New or relocated duct work' ............................................................................ Yes X No Number of new fireplaces . ______ Number of new exhaust fans'........................................................................................................... Relocate/install vent? ............................................................................................................................ Number of new exhaust ljoo . JA Number of new boilers or compressors Number of HP NNW B-18 Page 1 of 1 Rev. 03/09 city of Carlsbad - ---•-• S -- s35.s 55 -M ' Print Date: 11/08/2018 Permit No: PREV2017-0203 2525 El Camino Real BLDG-Permit Revision 1563020900 $ 0.00 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: U Dwelling Units: Bedrooms: Project Title Description: Work Class: Residential Permit Revisi Status: Closed - Finaled Lot U: Applied: 09/11/2017 Reference U: Issued: 10/06/2017 Construction Type Permit 11/08/2018 Finaled: Bathrooms: Inspector: MCoII Orig. Plan Check #: CB162334 Final Plan Check #: Inspection: THE SHOPPES AT CARLSBAD: MEP REVISIONS AND PASSENGER ELEVATOR REPLACEMENT Applicant: Owner: SEAN HARRIS PLAZA CAM INO REAL LP 3500 W Burbank Blvd Burbank, CA -91505-2235 2049 Century Park E, Floor 41 818-972-5080 • Los Angeles, CA 90067-3101 615-367-8311 FEE AMOUNT FIRE Expedited Plan Review Per Hour - Office Hours $165.00 MANUAL BUILDING PLAN-CHECK FEE • $525.00 Total Fees: $ 690.00 Total Payments To Date: $ 690.00 Balance Due: $0.00 Building Division 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.go ALcity of Carlsbad Original Plan Check Number PLAN CHECK REVISION OR Development Services I DEFERRED SUBMITTAL Building Division Faraday Avenue 1635 Fa I APPLICATION 760-602-2719 I B-I 5 www.carlsbadca.gov I Plan Revision Number PJ2O1102.05 Project Address 7-1 5-2-5- Fd.= -/'r'i4/-4 4447- General Scope of Revision/Deferred Submittal: I'I4C f147' OR I'i,P Ae vij,aJi. CONTACT INFORMATION: Name 14g&_a Phone /ä' 977 SC) Address _3$10 h it4' L4'i)' City_R/k Zip Email Address Se4', hO LO4 600-1 Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 . Elements revised: P~Plans Calculations Lii Soils LII Energy E Other 2. Describe revisions in detail 3. List page(s) where each revision is shown PerTfrt ) SJ',F- éll/4, 5YL AI,TfM77I,'t 4 -ft , 3 zff'Ja w- c'~ Does this revision, in any way, alter the exterior of the project? LI Yes Does this revision add ANY new floQr area(s)? LI Yes f'No Does this revision affect any fire related issues? LII Yes No Is this a complete flo D _____________________ '~Signature ate 1635 Faraday Avenue, Car 7111 / 7 CA 92008 : 760-602-2719 f: 760-602-8558 Email: buuding@canIsbadca.gov www.carlsbadca.gov EsGil Corporation In (Partners flip with government for Bui(uing Safety DATE: 9/21/2017 JURISDICTION: City-of-CarlsbaU PLAN CHECK NO.: 16-2334 rev2(PREV2017-0203) PROJECT ADDRESS: 2525 El Camino Real U APPLICANT J URIS. U PLAN REVIEWER U FILE SET: I PROJECT NAME: The Shoppes at Carlsbad Interior Renovation Phase 1 Revisions The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. LI The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil Corporation until correbted 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 lit has been sent to: EsGil Corporation staff did not advise the applicant that the plan check has been completed. EsGil Corporation staff did advise the applicant that the plan check has been completed. Persoh contacted: Telephone #: Date contacted: (by712—') Email: Mail Telephone Fax In Person REMARKS: I • By: David Yao Enclosures: approved plan 16-2334 EsGil Corporation V. E GA E EJ 0 MB LI PC 9I4 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)560-1576 Jurisdiction Code Icb Ii Ordinance V Bldg. Permit Fee by Ordinance Plan Check Fee by Ordinance Type of Review: Li Complete Review Repetitive Fee El Other p , Repeats Hourly EsGil Fee Based on hourly rate Structural Only 4 Hrs.@ $105.00 I $420.00I City of Carlsbad 16-2334 rev2(PREV2017-0203) 9/21/2017 - [DO NOT PAY— THIS IS NOTAN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: city of Carlsbad rev2(PREV20 17-0203) PREPARED BY: David Yao BUILDING ADDRESS: 2525 El Camino Real BUILDING OCCUPANCY: PLAN CHECK NO.: 16-2334 DATE: 9/21/2017 BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) revisions Air Conditioning Fire Sprinklers TOTAL VALUE. Comments:,, . Sheet I of 1 macvalue.doc + PLANNING DIVISION 4 XkN BUILDING PLAN CHECK Develo CITY OF APPROVAL CAR LSBAD P-29 ment Services Planning Division 1635 Faraday Avenue (760) 602-4610 www.crIsbdcQov DATE: 09/19/2017 PROJECT NAME: Shoppes at Carlsbad PROJECT ID: SDP 09-04... PLAN CHECK NO: PREV20I70203 SET#: CITY ADDRESS: 2525 ECR APN: 156-302-090, -15 This plan check review is complete and has been APPROVED by the Planning Division. By: Jason Goff, Senior Planner A Final Inspection by the Planning Division is required Yes Z No You may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit. Resubmitted plans should include corrections from all divisions. This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to: For questions or clarifications on the attached checklist please contact the following reviewer as marked: PLANNING ENGINEERING FIRE PREVENTION 760-602-4610 - 760-602-2750 760-602-4665 Chris Sexton Chris Glassen Cindy Wong 760-602-4624 Chris.Sexton@carlsbadca.gov Christopher.Glassen@carlsbadca.gov 760-602-2784 760-602-4662 Cvnthia.Wong@carlsbadca.gov Gina Ruiz VaiRay Marshall Dominic Fieri 760-602-4675 760-602-2741 760-602-4664 Gina.Ruiz@carlsbadca.gov ValRay.Marshall@carlsbadca.gov Dominic.Fieri@carIsbadca.gov Jason Goff Linda Ontiveros 760-602-4643 760-602-2773 Jason.Goff@carlsbadca.gov Linda.Ontiveros@carIsbadca.gov Remarks: It Bulletin 1 N Date: August 30, 2016 Project Number: RP1602 Project Name: The Shoppes at Carlsbad Phase 1 Project Location: Carlsbad, CA Bulletin No.: 1 The following iaiès, deletions, additions, additions, and / or alterations in, on and to the drawiiigshdpcificatibns shall apply to proposals made for and to the execution of the various parts of thvork affected thereby. Careful note of this Bulletin shall be taken by all parties of interest so that the proper allowance may be made in all computations, estimates and contracts, and all trades affected shall be fully advised in the performance of the work which will be required of them. This Bulletin supersedes all previous drawings, specifications, and instructions pertaining to the items of work herein. In case of conflict between drawings, specifications, and this Addendum, the architect shall determine what governs. Description of Bulletin Items Items listed below are in addition to the Constructability Review Responses. Value Engineering 1. Guardrail VE: Refer to details A, B, & D sheet A8.3A & S3.01. Linear Metal Ceiling: Refer to A2.5, clarified A5.0 & A5.1 Kiosk & RMUmodifications Removed electrical scope from Kiosks to only provide conduit and pull strings. Refer to Electrical for additional information. Removed 8 RMU locations in front of Zara and Victoria Secret including utility connections. Refer to A2.00 and A2.1B Cheesecake Rough In S. Added rough in conduitsand pull strings for future Cheesecake tenant. Refer to electrical for additional information. Phase L5 Structural coordination LL structural Retrofit drops columns in restroom. Refer to A6.0. Added partitions to cover columns and note to coordinate restroom finishes with work in subsequent phases. Phase 3 & 3.5 coordination Added hatch to include areas affected by Phase 3 & 3.5 G.C. to coordinate with subsequent phases. Refer to Demo, Floor, & ceiling Plans. She etAO.O Index updated for 'Bulletin, 1' Submittal 3500 West Burbank Boulevard; Burbank, California 91505 T: 818-972-5080 F: 818-848-3895 www.LDAdesigngroup.com Po\c--v 20 1 7 - oo3 Bulletin 1 Date: August29, 2016 Project Number: RP1602 Project Name: The Shoppes at Carlsbad Phase 1 Project Location: Carlsbad, CA Bulletin No.: 1 The following changes, deletions, additions, additions, and / or alterations in, on and to the drawings and specifications shall apply to proposals made for and to the execution of the various parts of the work affected thereby. Careful note of this Bulletin shall be taken by all parties of interest so that the proper allowance may be made in all computations, estimates and contracts, and all trades affected shall be fully advised in the performance'of the work which will be required of them. This Bulletin supersedes all previous drawings, specifications, and instructions pertaining to the items of work herein. In case of conflict between drawings, stiecifications, and this Bulletin, the architect shall determine what governs. Description of Bulletin Items PLUMBING: Sheet P0.0 1. Revised General Notes #52 Sheet P2.OB 1. Eliminated 6"SS Sheet P2.00 Eliminated 6"SS Revised 6"SS to 4"SS Revised 4"SS(88) to 4"ESS(88) 2. Revised 4"SS(124) to 4"ESS(124) SS Sheet P2.1C 1. Eliminated 6"SS stub 3500 West Burbank Boulevard, Burbank, California 91505. T:818-972-5080 F: 818-848-3895 www.LDAdesigngroup.com ELECTRICAL: Sheet E20B&E2.6C , * Relocated janel 'Li', dimming panels 'ED1', D1B' & D1A and a 12.5KVA inverter to new electrical room located at gridlines D/15.1. Added (1) 120Volt, 20A duplex receptacle in Electrical Room 142. Provided power connection for new exhaust fan EF-5 serving Electrical Room 142. Added keyed note 9. Provided power connections to ffre smoke dampers in Electrical Room 142. S. Revised notes for wet kiosk station. Removed feeder and provide rough-in conduits w/ pull strings and pull box near phase 1.5 new electrical room. Added rough-in conduits w/ pull string and provide pull box near phase 1.5 new electrical room for Cheesecake Tenant. Deleted power and data connections to RMUs per the removal of RMUs CAI O1 thru CAI 04. Sheet E2.JB&E2.IC 1. Revised notes for wet kiosk station. Removed feeder and provided rough-in conduits w/ pull strings and pull box near phase 1.5 new electrical room. 2.. Deleted power and data connections to RMUs per the removal of RMUs CA201 thru CA204. Sheet E3.OB & E3.00 - - Relocated new. electrical equipment to new electrical room located at gridlines D/15.1. Added (2) type 'CB41' luminaires associated with control devices in Electrical Room 142. Added (2) type 'CB41' lurninaires associated with control devices in Janitor Room 137. Sheet ES.1 1: . Revised the single line diagram toremove (5) new feeders associated with (5) new disconnect switches and (5) nieter cabinets for (5) new wet kiosks. Sheet E5.5 - I. Revised the single line diagram to remove (2) new feeders associated with (2) new disconnect switches and (2) meter cabinets for (2) new wet kiosks. Sheet E6.1 1. Added fixture type 'CB41' to lurninaire schedule. Sheet E6.2 .. 1. Updated panel schedules per lighting and power revisions. Sheet E8.0 1. Updated Title 24 forms per new added luminaires. MECHANICAL: - Sheet MO.1. Added EF-5. Added note #5. - Page 11 p Sheet M2.OB Added keynotes 2 and'3. Exhaust ducts and Outside Air ducts to continue to roof level through mechanical shaft from Phase 2. See narrative. on Sheet M4.0. SheetM4O 1. Updated View #2: added EF-5 to be controlled by thermostat. Added (2) FSD's for outside air and exhaust. Sheet M9.O 1. Added detail S. 2. Added detail6. End of Bulletin Bulletin 2 Date: August 30, 2016 Project Number. RP1602 Project Name: The Shoppes at Carlsbad Phase 1 Project Location: Carlsbad, CA Bulletin No.: 2 The following changes, deletions, additions, additions, and / or alterations in, on and to the drawings and specifications shall apply to proposals made for and to the execution of the various parts of the work affected thereby. Careful note of this Bulletin shall be taken by all parties of interest so that the proper allowance may be made in all computations, estimates and contracts, and all trades affected shall be fully advised in the performance of the work which will be required of them. This Bulletin supersedes all previous drawings, specifications, and instructions pertaining to the items of work herein. In case of conflict between drawings, specifications, and this Addendum, the architect shall determine what governs. Description: Strategic Planning Modifications Removed new Directories from scope. Existing Directories & utilities to remain. Refer to Floor plans, enlarged plans, electrical & FFA documents Added Digital Panel Locations and electrical where necessary. Refer to floor plans, enlarged plans, dtls 1 & 6/A8.0, and Electrical documents Banner Locations shown on plans. Provided electrical requirements and structural information. Refer to ceiling plans, Electrical and Structural documents Removed and added electrical for strategic planning coordination. Refer to floor plans and Electrical documents New convenience wall outlets at base of each escalator GL 'A': Existing wall electrical to remain: A1.0a, A2.Oa GL 'J'7' : Existing Floor Power to remain: A1.0a, A2.0a GL '9-10' : Existing floor power to remain and new floor power: A1.0c, A2.Oc GL '19' : Remove Smarte Carte, electrical to remain: A1.1b, A2.11b Low Voltage Coordination - S. DAS, Granite Grid, AT&T, CCTV layouts clarified, refer to ceiling plans and electrical documents. Refer to 5/A5.3 for BLDG 2501 coordination A4.1&A5.1C Corrected location of Suspended Lighf fixture and curtain locations at GUT not reflecting plan locations. FA1.O Corrected Fire Alarm In-Line Restaurant Interface connections to match Phase 2 3500 West Burbank Boulevard, Burbank, California 91505 1: 818-972-5080 F: 818-848-3895 www.LDAdesigngroup.com LEC77?IC4L Sheet E2. OA E2.OR4E2.00 Revised p6wer connections for existing to remain directories. Maintain existing circuitry, or re-circuit as noted. Contractor to field verify existing circuitry as required. Added floor. power and data outlets for new digital panels. Added convenience outlets on back of escalator walls. Added power and data outlets at potential ATM locations. Added note for existing to remain ATM. Added Granite Grid IT System infrastructure. Provided additional sheet notes and keyed notes. Sheet E2. 1A E2. 1B &E2.1C Revised power connections for existing to remain directories. Maintain existing circuitry, or re-circuit as noted. Contractor to field verify existing circuitry as required. Added floor power and data outlets for new digital panels. Added data outlet at potentiaiATMlocation. Added duplex receptacles for Banner Drop equipment. Added Granite Grid IT System infrastructure. Provided additional sheet notes and keyed notes. Sheet E3.1C 1. Updated the lighting layout per latest architectural RCP plan. Sheet E6.2 1. Updated panel schedules per lighting and power revisions. SheetE9.1. 1. Detail 6: Added detail generalnOte F to dimming control system wiring diagram for BMS/FA System Integration. MECH4MCA1 Sheet MO.1 Updated exhaust fan schedule for EF-5. UpdatedcUffuser and grille schedule. Sheet M2.OR 1. Updated make up air duct-size. Sheet M4.O 1. .Updated enlarged floor plan #2 to provide exhaust for janitor's room. 2: Upsized makeup air duct to accommodate increase in make up air to both electrical and janitor's room. Sheet M9.O Revised detail 6. Added fire/smoke damper detail. End of Bulletin -. Page Phase 1 Bulletin 3 [1 Date: November 22, 2016 Project Number RP1602 Project Name: The Shoppes at Carlsbad Phase 1 Project Location Carlsbad, CA Bulletin No.: 3 The following changes, deletions, additions, additions, and / or alterations in, on and to the drawings and specifications shall apply to proposals made for and to the execution of the various parts of the work affected thereby. Careful note of this Bulletin shall be taken by all parties of interest so that the proper allowance may be made in all computations, estimates and contracts, and all trades affected shall be fully advised in the performance of the work which will be required of them. This Bulletin supersedes all previOus drawings, specifications, and instructions pertaining to the items of work herein. In case of conflict between drawings,. specifications, and this Bulletin, the architect shall determine what governs. Description of Bulletin Items Food Kiosk Water line size modified to 1W'CW in lieu of 1", refer to plumbing documents Plumbing fixtures RE 009 RE 009 Toilet fixture clarification and conflict with new column. A6.0 and plumbing documents. PLUMBING: She et P0.1 .1. Revised WC-1.& 2 in Plumbing Fixture Schedule Sheet P2.OB Revised Keyed Notes #1 & #8. Revised cold water to all Kiosks to 1-1/2" Sheet P2.00 Revised Keyed Notes #1 &#8 Revised cold water to all Kiosks to 1-1/2" Sheet P2dB Revised cold water to all Kiosks to 1-1/2" 3500 West Burbank Boulevard, Burbank, California 91505 T: 818-972-5080 F: 818-848-3895 www.LDAdesigngroup.com SheetF9.O 1.Detail #5: Revised cold water to Kiosk to 1-1/2" and Keyed Notes #2. ELECI7UC4L Sheet E2.00 1. Revised note for rough-in conduits for Future Tenant - Cheesecake Factory. Sheet E6.2 Updated RMU labels in panel schedules to match architectural plans. I Sheet E6.3 Updated RMU labels in panel schedule to match architectural plans. End of Bulletin Page 2 Phase 1 Bulletin 4 Date: February 09, 2017 Project Number: RP1602 Project Name: The Shoppes at Carlsbad Phase 1 Project Location: Carlsbad, CA Bulletin No.: 4 The following changes, deletions, additions, additions, and / or alterations in, on and to the drawings and specifications shall apply to proposals made for and to the execution of the various parts of the work affected thereby. Careful note of this Bulletin shall be taken by all parties of interest so that the proper allowance may be made in all computations, estimates and contracts, and all trades affected shall be fully advised in the performance of the work which will be required of them. This Bulletin supersedes all previousdrawings, specifications, and instructions pertaining to the items of work herein. In case of conflict between drawings, specifications, and this Bulletin, the architect shall determine what governs. Description of Bulletin Items ICP Court: Refer to FFA, Arch, Structural, Elec, Lighting documents Remove FFA from scope (including umbrella footings) Relocate Palm Trees and all associated fixtures Relocated floor electrical to be stubbed in elevator raised planter Removed portion of floor tile from scope Single Occupancy Toilet Rooms VE tile revision: Refer to Architectural S. Reduced cost tile specification 6. Removed floor tile from corridor. End of Bulletin 3500 West Burbank Boulevard; Burbank, California 91505 T: 818-972-5080 F: 818-848-3895 www.LDAdesigngroup.com Phase 1 Bulletin S Date: March 16, 2017 Project Number: RP1602 Project Name: The Shoppes at Carlsbad Phase 1 Project Location: Carlsbad, CA Bulletin No.: 5 The following changes,. deletions, additions, additions, and / or alterations in, on and to the drawings and specifications shall apply to proposals made for and to the execution of the various parts of the work affected thereby. Careful note of this Bulletin shall be taken by all parties of interest so that the proper allowance may be made in all computations, estimates and contracts, and all trades affected shall be fully advised in the performance of the work which will be required of them. This Bulletin supersedes all previous drawings, specifications, and instructions pertaining to the items of work herein. In case of conflict between drawings, specifications, and this Bulletin, the architect shall determine what governs. Description of Bulletin Items FFA Seating: 1. Removed Coatsal Platform FFA seating area and all associated fixtures in concourse near elevator. FFA, curtain, lighting, ect. Refer to Arch Plans, Lighting arid Electrical. CB1-CB6 UL lighting: 1. Replaced majority of CBI-CB6 fixtures with CB2 fixture throughout UL concourse. Refer to Arch, Lighting, and Electrical. Reference Lighting Submittal 26A-005-02 ELECTRICAL:, E3.OB Removed power connections to furniture lighting in seating group 3B. Revised keynotes S & 6. Removed note for Alternate 1. E3.1A 1. Miscellaneous lighting revisions per yE modification for CB2-CB6 light fixtures. E3.1B Miscellaneous lighting revisions per yE modification for CB1-CB6 light fixtures. Removed lighting for curtain. 3500 West Burbank Boulevard; Burbank, California 91505 T: 818-972-5080 F: 818-848-3895 www.LDAdesigngroup.com I Revised keyed note 1. E3.1C 1. Misellaneous lighting revisions: per yE modification for CB2-CB6 light fixtures. E6.i 1 Revised lighting fixture, schedule per yE modification for CB2-CB6 light fixtures. E6.3 1. Updated panel schedule 'D1A' per -removal of lighting in seating group 3B. 2: Updated panel schedules 'D1B' and 'ED1' per yE modification for CB2-CB6 light fixtures. E6.4 1. Updated panel schedules 'D2B' and 'ED2' per yE modification for CB2-CB6 light fixtures. '1. E8.0 1. Updated T24 per miscellaneous lighting revisions. End of Bulletin Page 2 Narrative Date: May 22,2017 Project Number: RP1602 Project Name: The Shoppes at Carlsbad Phase 2 Project Location: Carlsbad, CA Bulletin No.: 6 The following changes, deletions, additions, additions, and / or alterations in, on and to the drawings and specifications shall apply to proposals made for and to the execution of the various parts of the work affected thereby. Careful note of this Bulletin shall be taken by all parties of interest so that the proper allowance may be made in all computations, estimates and contracts, and all trades affected shall be fully advised in the performance of the work which will be required of them. This Bulletin supersedes all previous drawings, specifications, and instructions pertaining to the items of work herein. In case of conflict between drawings, specifications, and this Bulletin, the architect shall determine what governs. Description of Bulletin Items ARCHITECTURAL: A2.Ob & A8.2b Kid's Play Area coordinated and defined Aquarium location coordinatedànd defined A2.3b Added tile back in, removed in bulletin 4 for play area coordination AS.lb & A5.4 & LD5.1B One suspended light fixture relocated A8.0 & S2.OB & S3.02 Raised planter modified in coordination with Aquarium & Play Area Structural reinforcing for additional future Aquarium loads ELECTRICAL: E2OB Removed (3) power outlets at planter area. Removed power and data outlets provided for digital panel in the planter area. Added j-box and dedicated circuits for future aquarium equipment. Added j-box and dedicated circuit for future aquarium condenser. Revised call-out for j-box and circuits provided for playground equipment. 3500 West Burbank Boulevard, Burbank, California 91505 T: 818-972-5080 F: 818-848-3895 www.LDAdesigngroup.com E3.1B 1. Revised lighting layout over the, aquarium area. E6.2 1. Updated schedule for panel-'L' per boWer revisions. PLUMBING P2.0W I r. Added 3/4CW with shut off valve. 2.. Added 4"SS.& 2"V for floor sink End of Narrative Narrative Date: Project Number: Project Name: Project Location: Bulletin No.: June 30, 2017 RP 1602 The Shoppes at Carlsbad Phase 1 Carlsbad, CA 7 The following changes, deletions, additions, additions, and I or alterations in, on and to the drawings and specifications shall apply to proposals made for and to the execution of the various parts of the work affected thereby. Careful note of this Bulletin shall be taken by all parties of interest so that the proper allowance may be made in all computations, estimates and contracts, and all trades affected shall be fully advised in the performance of the work which will be required of them. This Bulletin supersedes all previous drawings, specifications, and instructions pertaining to the items of work herein. - In case of conflict between drawings, specifications, and this Bulletin, the architect shall determine what governs. Description of Bulletin Items ARCHITECTURAL: A2.5 & A8.0 - Submittal #12A-002 1. Revised material schedule for the men's and women's countertops and JCP court raised planter cap per Submittal #12A-002 MECHANICAL: MO.1 1. Updated EF-5 M2.OB Removed outside air duct Removed exhaust air duct Removed keynotes #2, 3. M4.0 Added additional exhaust ductwork for Men's and Women's restrooms. Updated locaticin andsizes of ductwork. Added FSD's at Womens and Mens restrooms for makeup air ducts. Removed (1) FSD at Elec Rm142., 3500 West Burbank Boulevard, Burbank, California 91505 T: 818-972-5080 F: 818-848-3895 www.LDAdesigngroup.com S. RèlocatedFSD to janitor Room #137L 6.' Revised keynote #2 7. Added sheet note B and keynote 6. ELECTRICAL: E2.0 Relocated (1) FSD from Elec. Rni. 142 to Janitor Rm. 137. Women's Toilet Room #2 Rm. 141: Added (1) FSD. Men's Toilet Room #2:Rm. 140: Added (1) FSD. EF-5: Relocated to Janitor Rm 137. Revised to 3/4HP and increased branch circuit wire size to #10. E6.2 i: Updated schedule for panel 'L' per power revisions. Eiid of Narrative Narrative Date: August 18, 2017 Project Number: RP1602 Project Name: The Shoppes at Carlsbad Phase 1 - Project Location: Carlsbad, CA Bulletin No.: 8 The following changes, deletions, additions, additions, and I or alterations in, on and to the drawings and specifications shall apply to proposals made for and to the execution of the various parts of the work affected thereby. Careful note of this Bulletin shall be taken by all parties of interest so that the proper allowance may be made in all computations, estimates and contracts, and all trades affected shall be fully advised in the performance of the work which will be required of them. This Bulletin supersedes all previous drawings, specifications, and instructions pertaining to the items of work herein. In case of conflict between' drawings, specifications, and this Bulletin, the architect shall determine what governs. Description of Bulletin Items ARCHITECTURAL: Replace' Existing Passenger Elevator with New Eco-Space Passenger Elevator -' A1.0b, A1.1B, A2.OB, A2:1B, A2.5, A8.0, A8.0a, S4.00, Refer to Electrical. Additional Coordination with Play Area, Aquarium Vendors & Finishes A8.0 Coordinated new elevator finishes with planter sections 6a & 6b , Aquarium access panel detail coordinated Tile added to top of column wrap 'A' to match with design intent, qty 4 column locations. A8.0a - Aquarium access panel locations coordinated S. Tile wrapping planter 12" at detail lB. A82b Aquarium power clarifie'l. Refer to electrical Kids Play Area power clarified. Refer to electrical 3500 West Burbank Boulevard, Burbank, California 91505 T: 818-972-5080 F: 818-848-3895 www.LDAdesigngroup.com ELECTRICAL: .E2MB Added enlarged artial floor p1an detail 2. Added new outlets for aquarium equipment. Added power requirement for new elevator #1. Added keyed note 13. Revised power iequirement for the Kid's Play area, Seating Group 5. E6.2 . Updated schedules for. panels 'L' and 'K' per power revisions. PLUMBING: P0.1 1. Added HB-1 to Plumbing. Fixture Schedule. P2.OB 1. Added 3,4" cold water line, and hose bibb at elevator / play, area for aquarium equipment. End of Narrative Page 2 cityof Carlsbad Print Date: 11/08/2018 Permit No: PREV2017-0070 Job Address: 2525 El Camino Real Permit Type: BLDG-Permit Revision Work Class: Residential Permit Revisi Status: Closed - Finaled Parcel No: 1563020900 Lot U: -t Applied: 04/20/2017 Valuation: $0.00 Réference#: Issued: 04/13/2018 Occupancy Group: Construction Type Permit 11/08/2018 Finaled: UDweiling Units: Bathrooms: Inspector: MCoIl Bedrooms: Orig. Plan Check U: CB162334 Final Plan Check U: Inspection: Project Title: Description: THE SHOPPES AT CARLSBAD: DEFERRED GLASS HANDRAIL SYSTEM FOR MALL CONCOURSE Applicant: Owner: STEVEN RUIZ PLAZA CAMINO REAL LP 3500W Burbank Blvd Burbank, CA 91505-2235 2049 Century Park E, Floor 41 818-972-5080 Los Angeles, CA 90067-3101 615-367-8311 FEE AMOUNT MANUAL BUILDING PERMIT FEE - $375.00 Total Fees: $ 375.00 Total Payments To Date: $ 375.00 Balance Due: $0.00 F / Building Division p1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 760-602-8560 f I www.carlsbadca.gov r,. City of Carlsbad PLAN CHECK REVISION APPLICATION B-15 Develooment Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov Plan Check Revision No PRE3/2017 o76 Original Plan Check No CB162334 Project Address 2525 El Camino Real, Carlsbad, CA 92008 Date 4/18/17 Contact Ryan Eshelman : Ph 410-533-5756 Fax Email ryan .eshelman@synergilic.coni Contact Address 7477 New Ridge Rd City Hanover Zip 21076 General Scope of Work Glaés Handrail Deferred Approval Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 . Elements revised: Plans . Cakulations E Soils Energy fl Other 2. Describe revisions in detail List page(s) where each revision is shown List revised sheets that replace existing sheets Clouded all Rough Opening Revisions to Verify in Field. 01-e02 - 01-E14 FieldVerified Pieces. on Ends Need to 5/8" thick if glass narrower then 01 -EOO Gaps between glass and escalators shall not exceed 4". 01-E15,01-E17, 01-E20 Anchor/Shoe Details Revised to reflect engineering calculations. 01 -E23 GC to Approve/Identify Required Expansion Joint. 01 -E29 - 01 -E32 5. Does this revision in any way, alter the exterior of the project? Yes E No Does this revision add ANY new floor area(s)? El Yes jJ No Does this revision affect any:fire related issues? fl Yes F7 1 No Is this a compl e set? V, Yes No Signature_ R_E I 0 7____ 1635 Faraday Avenue, Carlsbad, CA 92008 : 760-602- 2719 E: 760-602-8558 building@carlsbadca.gov www.carlsbadca.gov Development Services City of aul i flding Division SPECIAL INSPECTION RECEIVE Car AGREEMENT araday Avenue lsbad B-45 APR 13 2018 760-602-2719 www.carlsbadca.gov CITY OF CARLSBAD In accordance with Chapter 17 of the California Building Code the following must be completed wheYi 'V'6f1c being performed requires special inspection, structural observation and construction material testing 77fC 40x4IC p— .7 17 Project/Permit: JI'r'G1O Project Address: zcc E CAL'94 A. THIS SECTION MUST BE COMPLETED BY THE PROPERTY OWNERIAUTHORZED 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 print) (First) (MI.) (Last) Mailing Addr6sC<;L._1Z5, ^40__Rc..A Coat bod CA q Email lA1 -._ Phone _19 3 - ( s7 lam: U Property Owner 'Property Owners Agent of Record UArchitect of Record U Engineer of Record State of California Registration Number-NA Expiration Date:___________________ AGREEMENT: I, the undersigned, declare under penalty of peijury 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 t and off-site fabrication of building components, as prescribed in the statement of special inspection note n t proved plans and, as required by the California Building Code. Signature Date 3 _ B CONTRACTOR'S STATEMENT OF RESPONSIBILITY (07 CBC, Ch 17, Section 1706) This section must be completed by the contractor / builder I owner-builder. Contractor's COmpany Name: ____(J Z1J-iUPJJ$ r Please check if you are Owner-Builder 0 Name: (Please print) K.M) (First) (Mi.) (Last) Mailing Address:_tS° OAAE1Z.0 Sztr g VrAli5, 4ñ Email:_54 'n- Phone: (4W &95-68CO _______________ State of California Contractor's License Number /110 -7- A5 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 documents 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 prior to requesting final inspection. Signature j) Date B-45 • Page 1 of I Rev. 08/11 EsGil Corporation In cPartners/iip with Government for Building Safety DATE: 5/1/2017 JURISDICTION: City of isbad PLAN CHECK NO.: PREV2017-0070 SET:! PROJECT ADDRESS: 2525 El Camino Real PROJECT NAME: The Shoppers at Carlsbad Glass Guard O APPLICANT JURIS. 0 PLAN REVIEWER 0 FILE The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. LI The check list transmitted herewith is for your information. The plans are being held at EsGil Corporation until corrected plans are submitted for recheck. El The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: EsGil Corporation staff did not advise the applicant that the plan check has been completed. EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: - Telephone #: Date contacted: (by. - Email: Mail Telephone Fax In Person EMARKS:_/1. 11 be signed and sealed by the engineer. (Mr. Wheaton) _/2—.,Note-on-the-plan ti-ovide•special-inspection for aU'Qxpansion anchors per ICC evaluation :l[epo!:cllllj -------------------------- By: David Yao EsGil Corporation LJGA EEJ LIMB 0 P Enclosures: approved plan 16-2334 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858)560-1468 • Fax(858)560-1576 City of Carlsbad PREV2017-0070 5/1/2017 [DO NOT PAY- THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PLAN CHECK NO.: PREV2017-0070 PREPARED BY: David Yao DATE: 5/1/2017 BUILDING ADDRESS: 2525 El Camino Real BUILDING OCCUPANCY: BUILDING PORTION AREA (Sq. Ft.) Valuation T Multiplier Reg. Mod. VALUE ($) glass ralis Air Conditioning Fire Sprinklers TOTAL VALUE Structural Only Jurisdiction Code 1cb jBy Ordinance Bldg. Permit Fee by Ordinance Plan Check Fee by Ordinance V Type of Review: El Complete Review Repetitive Fee , Repeats * Based on hourly rate LI Other LI Hourly EsGil Fee 3 Hrs.@* $100.00 I $300.00 Comments: Sheet lofi macvalue.doc + 1! WHIAION SPRAGUE BUILDING ENVELOPE DATE: April 17, 2017 CLIENT: SYNERGi An Accent Architectural Company PROJECT: The Shoppes at Carlsbad NUMBER: 2017-025 ,-90F ESSi0-.. f C049864 \ rn EXP. 9/30/2020 ) * LOCATION: Carlsbad, California SUBJECT: Structural Calculations for Interior Glass Handrail RECEIVED APR 2O 2017 CITY OF CARLSBAD BUILDING DIVISION 6 PM COS18fl ';•: WHEATON & SPRAGUE ENGINEERING, INC. www.wheatonsprague.com Building Envelope Engineering • Building Envelope Consulting PjZs/96'174w0076' '-1 Date: 4/17/2017 Page: Project: The Shoppes at Carlsbad Client: SYNERGi Job #: 2017-025 By: AIS Checked: WOLATON SPRAGUE File: Table of Contents.doc BUILDING ENVELOPE . Template Sheet 1 of 1 TABLE OF CONTENTS TOPIC PAGE EXECUTIVE SUMMARY & BASIS OF DESIGN DESIGN CRITERIA MATERIAL SPECIFICATIONS ELEVATIONS & TAGS GLASS HANDRAIL & ANCHOR ANALYSIS REFERENCES www.wheatonsprague.com Date: 4/17/2017 Page: Project: The Shoppes at Carlsbad _____ Client: SYNERGI Job #: 2017-025 By: AIS Checked: WHIATON SPRAGUE •, File: Executive Summary & Basis of Design.doc BUILDING ENVELOPE Template Sheet 1 of 2 EXECUTIVE SUMMARY & BASIS OF DESIGN This calculation package represents the structural review of the Glass Handrail, as illustrated in the shop drawings, dated 04/12/2017 for The Shoppes at Carlsbad project in Carlsbad, California. The structural conditions noted in this calculation package are based upon a "worst-case" or "by comparison" type analysis whenever possible. Other structural conditions that are noted to be "similar to" or "less severe than" the calculated condition(s) considered OK by comparison. Follow all manufacturers' instructions for assembly. This includes system assembly and the installation of anchor bolts specified in this package. The ability of the existing substructure to safely withstand the imposed loads must be verified by others. At locations of existing concrete Old Mall, a pull test was performed to determine the capacity of thepost-installed anchors. See "Anchors" paragraph below for more information. At location of existing concrete New Mall, the substrate was considered to be normal weight concrete with a minimum compressive strength of 3500psi, which must be confirmed. All dissimilar materials (including but not limited to steel+aluminum and concrete+aluminum) must be adequately protected from any potential negative effects of corrosion. The design of these protections is by others. Glass Handrail 1/2" thick fully tempered glass 42" wide or greater has been analyzed and is "OK" for stress. ,4" thick fully tempered glass that is between 32" and 42" in width is "OK" with top cap detail and layout guidelines as sketched and noted by WS herein. Glass lites between 23.75" and 31" in width must be 5/8" thick fully tempered glass and have top cap detail as noted herein. Note: Top Rail cap énginéering is technically required to span three lites of glass and support load in the event that one lite breaks. Top cap will not be strong enough to maintain rail load for full width of broken lite and is not included in engineering. It needs to span three lites for system consideration only. Anchors The aluminum shoe is anchored to structural concrete. At New Mall, thealuminum shoe to structural concrete is anchored with 3/8"-diameter HlLTl KWIK HUS-EZ screw anchor spaced at 12" on center maximum. This anchor design assunes a4 3/4" minimum concrete thickness and a 6" minimum edge distance in any direction. www.wheatonsprague.com Date: 4/17/2017 Page: Project: The Shoppes at Carlsbad Client: SYNERGi Job #: 2017-025. By: AIS Checked: ViIIEAIDN SPRAGUE File: Executive Summary & Basis of Design.doc BUILDING ENVELOPE • • . • Template Sheet 2 of 2 At Old Mall, the aluminum shoe to structural concrete is anchored with 1/2 diameter DeWALT SCREW-BOLT+ screw anchor spaced at 12" on center maximum. This anchor design assumes an anchor penetration through a 3" concrete infill toping and a 4" minimum embedment into structural concrete and a 6" minimum edge distance in any direction The thickness of structural concrete is assumed to be 6 minimum The allowable capacity of theDeWALT SCREW-BOLT+ is based on the 50% of the minimum field tested load which is 62001bs Page: Checked: DESIGN CRITERIA Building Code and Referenced Standards 2013 California Building Code (cBC) - With 2012 International Building Code Amendments (IBC) ASCE/SEI 7-10 Minimum, Design Loads for Buildings and Other Structures ADM1-2010 Aluminum Design Manual, 2010 Edition AISC 360-10 Specification for Structural Steel Buildings ACI 318-11 Building Code Requirements for Structural Concrete AWS D1.1.10 Structural Welding Code — Steel Design Loads Interior Pressures: Typical Zone: +/ 5 psf Allowable Stress Design Loads Live Loads: Point Load: 200 lb Linear Load:. 50 lb/ft Dead Loads: 1/2" tempered glass: : 6.50 psf 5/8" tempered glass: 8.13 psf • Framing / misc. materials: 2.00 psf www.wheatonsprague.com Date:4/17/2017 Page: Project: The Shoppes at Carlsbad Client: SYNERGi Job #: 2017-025 By: AIS Checked: File: ASCE 7-10 Seismic -- . _NonstrubturalComponents.xmcd ASCE 7-10 SEISMIC LOADS for NONSTRUCTURAL COMPONENTS Ref:ASCE7-10; Chapter 11 Seismic Design Criteria Chapter 13 Seismic Design Requirements for Nonstructural Components Sections Chapter 22 Seismic Ground Motion and Long-Period Transition and Risk Coefficient Maps Element or Component Weight W := 1.0 psf (Use unity to develop seismic functions) Roof or Parapet Height above Grade h := 36.17 ft . (If unknown, assume z = h) Component Elevation above Grade z:= 17.0 ft RiskCategory Risk:= "ii' (Table 1.5-1) Seismic Importance Factor (Structure) l p str := 1.0 (Table 1.5-2) Component Seismic Importanc Factor 1p:= 1.0 (Section 13.1.3) Mapped Spectral Response Acceleration 55 := 1.116 (Section 11.4.1 & Figures 22-1, Value from figures to be divided by 100 22-3, 22-5 & 22-6) Soil Class: - A.:= 1 0.25 0.8 1.0 1.2 1.6 2.5 0.5 0.8 1.0 1.2 1.4 1.7 D:= 4 V55 := 0.75 Vfa: 0.8 1.0 1.1 1.2 1.2 E:=5 0.8 1.0 1.0 1.1 0.9 1.25 0.8 1.0 1.0 1.0 0.9 Site Classification SC := D (Section 11.4.2 & Chapter 20) - Use class D if soil properties are unknown. Fa := linterp(V5s, Vf (SC _ I) , if(S5 ~ 0.25, 0.25, if (Ss 1.25, 1.25, s5))) Site Coefficient , a = 1.05 (Table 11.4-1) Short period Spectral ResponseAccel 5MS : F,-Ss= 1.176 (Section 11.4.3, Equation 11.4-1) Design Spectral Response Accel := O.667'SMS = 0.784 (Section 11.4.4, Equation 11.4-3) Lateral Load shall not be less than Fpiow := 0.3•SDS I P WP (Equation 13.3-3) F10 = 0.235.W Lateral Load need not be greater than Fphjgh : 1.6SosI p Wp (Equation 13.3-2) Fphigh = 1 .25W p Date:4/17/2017 Page: Project: The Shoppes at Carlsbad Client: SYNERGi J Job#: 2017-025 By: AIS Checked: File: ASCE 7-10 Seismic _NonstructuralComponents xmcd Architeôtural Component or Element: Exterior Nonstructural Wall Elements and Connections FOR BODY OF CONNECTION Component Amplification Factor ab := 1.0 (Table 13.5-1) Component Response Modification Factor Rpb := 2.5 (Table 13.5-1) SeismicDesign Force on Body of Connection F1: [[0.4 ab 5DS I}(1 +2.—)-(Equation 13.3-1) So Fpbl if (F 1 :-~ Fphigh, Fphigh , F) Fpb := if(Fpbl :5 F 10 , Flo , FPb1) = 0.243 psf Seismic Force (For Load Combinations per Section 2.4.1) EF Pb := 0.7•Fpb = 0.170 psf FOR CONNECTION FASTENERS Component Amplification Factor af := 1.25 (Table 13.5-1) Component Response Modification Factor R := 1 (Table 13.5-1) a1 5DS Seismic Design Force on Connection F 2 : [[0.4 IP).(1+2. WP (Equation 13.3-1) Fasteners Rf h And F f1 := if(F 2 > Fph ,Fphigh , F 2) F f : if (F 11 Fpow, Fplow, F 1l) = 0.761 psf Seismic Force (For Load Combinations per Section 2.4.1) EF Pf:= O.7. F 1= 0.533 psf Date: 4/17/2017 Page: . Project: The Shoppes at Carlsbad - I Client: SYNERGi Job #: 2017-025 I ' By: AlS Checked: VIIIEAION SPRAGUE : File: Design Criteria.doc BUILDING ENVELOPE . . . Template Sheet 2 of 2 MATERIAL SPECIFICATIONS Aluminum I - Aluminum framing extrusions shall be 6063-152 alloy and temper Minimum yield strength,F 16 ksi Minimum ultimate Strength F = 22 ksi Carbon Steel Carbon steel angles formed shapes, and flat plates shall be ASTM A36 Minimum-,yield strength, F = 36 ksi Minimum ultimate strength, F = 58 ksi Fasteners and Welds Carbon- steel fasteners shall be SAE J429, Grade 5 or ASTM A325 Minimum yield strength, F = 92 ksi Minimum Ultimate strength,-F6 = 120 ksi Self-drilling fasteners shall be Dil-Fle High Performance Structural Drill Screws with Stalgard® corrosion resistant cbating, as manufactured by Elco Industries, Inc. Aluminum filler metal shall be ER4043, unless noted otherwise www.wheatonsprague.com Date: 4/17/2017 Page: Project: The Shoppes at Carlsbad Client: SYNERGi Job #: 2017-025 I' By: AIS Checked: WIIEATON SPRAGUE File: Divider Sheet.doc BUILDING ENVELOPE Template Sheet 1 of 1 203 C'. SYNE 505 DESIGN OPENING VWTRG.11JRNER CONTRACTIAG COMPM4V THE SHOPPES AT CARLSBAD 501* I ONDITION A" - 1/2 THICK FULLY TEMPERED GLASS BETWEEN 32" AND 42' IN WIDTH. TOP CAP IS TO OVERLAP A MINIMUM OF 12" PAST THE 1/2" JOINT INTO )JACENT LITE OF GLASS. ALL TOP CAP" TO 'TOP CAP" CORNER/ANGLED CONDITIONS ARE FULLY WELDED AT THE MITERED JOINTS WITH A BUTT WELD. TWC R MORE CONSECUTIVE GLASS PANELS THAT ARE BETWEEN 32" AND 42' IN WIDTH ARE TO HAVE CONTINUOUS TOP CAP. - Ar TFTI I I 11 11111H.1111.1 Sim - - -- - PLAN Ask NORTH (T°\ PLAN VIEW OPENING 2 - SYNERdir 50 IRE 1041122017 I I 2525 EL CAMINOREALCARLS8DCALWORNIA OI.E03 CONDITION A' - 1/2" THICK FULLY TEMPERED GLASS BETWEEN 32" AND 42" IN WIDTH. TOP CAP IS TO OVERLAP A MINIMUM OF 12" PAST THE 1/2" JOINT INTO ADJACENT LITE OF GLASS. ALL "TOP CAP" TO "TOP CAP" CORNER/ANGLED CONDITIONS ARE FULLY WELDED AT THE MITERED JOINTS WITH A BUTT WELD. TWO OR MORE CONSECUTIVE GLASS PANELS THAT ARE BETWEEN 32° AND 42" IN WIDTH ARE TO HAVE CONTINUOUS TOP CAP. it j'I TI HIll p II 9 I Pt 1 !' C k a PLAN NORTH PI.AN MEW OPENING4 A i t.J C — 505 DESIGN OPENING 4 l5014 I UI r I EN ENER CONTRACTiNG COMPANY ThE SHOPPES AT CARLSBAD -- 2525 EL CANING REAl. CARLSBAD opj OIEOSL "CONDITION A' - 1/2" THICK FULLY TEMPERED GLASS BETWEEN 32" AND 42" IN WIDTH. TOP CAP IS TO OVERLAP A MINIMUM OF 12" PAST THE 1/2" JOINT INTO ADJACENT LITE OF GLASS. ALL "TOP CAP" TO "TOP CAP" CORNER/ANGLED CONDITIONS ARE FULLY WELDED AT THE MITERED JOINTS WITH A BUTT WELD. TWO OR MORE CONSECUTIVE GLASS PANELS THAT ARE BETWEEN 32" AND 42" IN WIDTH ARE TO HAVE CONTINUOUS TOP CAP. -J .•4• (-••t__ VI '— .-'L '' "f ______ Al41 IZ - UI 2 s-Ca _____ IOPtNING 41 a - I a I i LA.)INIJI I lOIN - Wd I I1ILI IULLY I tMli(L) ULAbb bt I VVttN JJ #MNU ii IN VVILJ I H, I Ut-LAV lb 10 OVtFLPt' P MINIMUM or ld VA0 I I I1 I IZ JOIN I IINI 10 L)JP,IN I LII or LLIWO. ALL "TOP CAP" TO "TOP CAP" CORNER/ANGLED CONDITIONS ARE FULLY WELDED AT THE MITERED JOINTS WITH A BUTT WELD. TWO OR MORE CONSECUTIVE GLASS PANELS THAT ARE BETWEEN 23.75" AND 31" IN WIDTH ARE TO HAVE CONTINUOUS TOP CAP. II SO UP - - - - - -- - PLAN NORTH (T'\PI.AN ViEW OPENING 6 Ach SCAlE. Srt,•C bsr - CVPJD SOSDESIGAl 0ENING6 I.TURNERCONTRACTING COMPANY THE SHOPPES AT CARtSBAD 55 EL CAWN0 FWAL COLSUD CAUFORMOl-E07 "CONDITION A"- 1/2" THICK FULLY TEMPERED GLASS BETWEEN 32" AND 42" IN WIDTH. TOP CAP IS TO OVERLAP A MINIMUM OF 12" PAST THE 1/2" JOINT INTO ADJACENT LITE OF GLASS. ALL "TOP CAP" TO "TOP CAP" CORNERJANGLED CONDITIONS ARE FULLY WELDED AT THE MITERED JOINTS WITH A BUTT WELD. TWO OR MORE CONSECUTIVE GLASS PANELS THAT ARE BETWEEN 32" AND 42" IN WIDTH ARE TO HAVE CONTINUOUS TOP CAP. )NDITION B"- 5/8" THICK FULLY TEMPERED GLASS BETWEEN 23.75" AND 31" IN WIDTH, TOP CAP IS TO OVERLAP A MINIMUM OF 12" PAST THE 1/2" JOINT INTO ADJACENT LITE OF GLASS. -"TOP CAP" TO "TOP CAP" CORNER/ANGLED CONDITIONS ARE FULLY WELDED AT THE MITERED JOINTS WITH A BUTT WELD. TWO OR MORE CONSECUTIVE GLASS PANELS THAT ARE WEEN 23.75" AND 31" IN WIDTH ARE TO HAVE CONTINUOUS TOP CAP. GIA PLAN VIEW OPENING 7 (NORTH) Thososia [--OPENING SYNERdir WNITING-1URNER CONTRACTING COMPANY T StPPE5 ATCARLSEAD 2525 EL CAM1NO RE*LCARL58AO CAUTORNIN 0I-E08 "CONDITION A"- 1/2" THICK FULLY TEMPERED GLASS BETWEEN 32" AND 42' IN WIDTH. TOP CAP IS TO OVERLAP A MINIMUM OF 12" PAST THE 1/2" JOINT INTO ADJACENT LITE OF GLASS. ALL "TOP CAP' TO "TOP CAP" CORNER/ANGLED CONDITIONS ARE FULLY WELDED AT THE MITERED JOINTS WITH A BUTT WELD. TWO OR MORE CONSECUTIVE GLASS PANELS THAT ARE BETWEEN 32" AND 42" IN WIDTH ARE TO HAVE CONTINUOUS TOP CAP. -- --- --- r (Th OPENING 71 I IT AGA, 14 - PLAN NH /—,"\PLAN VIWOPENING7 (SOUTH) SCALt Sri. OPENING 7 SY N ER 1 -- OION - (SOUTH) Vfl4ITING.IURNER CONTRACTING COMPANY ThE SNOPPES ATCA)S8AO - 2525 a CAJANO RM CMU.SBAD CALIFORNIA 01-EO9 S R — (\ PLAN NORTH PLAN VIEW OPENING B NERdf sy JRNERCN1RACNGCOPANY ThESHOPPESATCAELSSAO tREE j041120017 j — 2525 EL CAMINO REAL CARLSBAD CALIFORNIA Ol-E101 "CONDITION A" - 1/2" THICK FULLY TEMPERED GLASS BETWEEN 32" AND 42" IN WIDTH. TOP CAP IS TO OVERLAP A MINIMUM OF 12" PAST THE 1/2" JOINT INTO ADJACENT LITE OF GLASS. ALL TOP CAP" TO "TOP CAP" CORNER/ANGLED CONDITIONS ARE FULLY WELDED AT THE MITERED JOINTS WITH A BUTT WELD. TWO OR MORE CONSECUTIVE GLASS PANELS THAT ARE BETWEEN 32" AND 42" IN WIDTH ARE TO HAVE CONTINUOUS TOP CAP. I NINS I U I — I 0 r PLAN NORTH (T' PLAN ViEW OPEN HG 9 5CLLWt°0 505 DESIGN NO 9 501k wFaTING-1uRtqER CONTRACTING COMPANY - ThE SHOPPES AT CARLSBAD WEE j04,%V21H7 — 2525 EL CMUNO REALCARLSBAD CAUFORNIA 01-Eli4 DITION A"- 1/2' THICK FULLY TEMPERED GLASS BETWEEN 32" AND 42" IN WIDTH. TOP CAP IS TO OVERLAP A MINIMUM OF 12" PAST THE 1/2" JOINT INTO ADJACENT LITE OF GLASS. ALL CAP" TO "TOP CAP" CORNER/ANGLED CONDITIONS ARE FULLY WELDED AT THE MITERED JOINTS WITH A BUTT WELD. TWO OR MORE CONSECUTIVE GLASS PANELS THAT ARE /EEN 32" AND 42" IN WIDTH ARE TO HAVE CONTINUOUS TOP CAP. PLAN NORTH (T\ PLAN VIEW OPEN ING 10 . A - Cli CVMCD 5O5DEGN OPENINGIO WHITINO.11JRNER CONTRACTING COMPANY - THE EHOPPES AT CARI.S8AD k2r2OI7 I I - 2525 EL CAMIMO REM. OI€lSA 1"CONDITION A" - 1/2" THICK FULLY TEMPERED GLASS BETWEEN 32" AND 42" IN WIDTH. TOP CAP IS TO OVERLAP A MINIMUM OF 12" PAST THE 1/20 JOINT INTO ADJACENT LITE OF GLASS. ALL "TOP CAP" TO "TOP CAP" CORNERJANGLED CONDITIONS ARE FULLY WELDED AT THE MITERED JOINTS WITH A BUTT WELD. TWO OR MORE CONSECUTIVE GLASS PANELS THAT ARE BETWEEN 32" AND 42 IN WIDTH ARE TO HAVE CONTINUOUS TOP CAP. II PLAN (T\ PLAN VIEW OPENING fl NORTH ocatesrra e i ki WS DESIGN OPENING II I - I WHITING-TURNER CONTRACTING COMPANY TNT SHOPPSS AT CARLSBAD 2525ELCAMIt4O REAL CARLSBADCAUFORNLA O1-E13 - "CONDITION A"- 1/2" THICK FULLY TEMPERED GLASS BETWEEN 32" AND 42" IN WIDTH. TOP CAP IS TO OVERLAP A MINIMUM OF 12" PAST THE 1/2" JOINT INTO ADJACENT LITE OF GLASS. ALL "TOP CAP" TO 'TOP CAP" CORNERIANGLED CONDITIONS ARE FULLY WELDED AT THE MITERED JOINTS WITH A BUTT WELD. TWO OR MORE CONSECUTIVE GLASS PANELS THAT ARE CONDITION B" - 5/8" THICK FULLY TEMPERED GLASS BETWEEN 23.75" AND 31" IN WIDTH, TOP CAP IS TO OVERLAP A MINIMUM OF 12" PAST THE 1/2" JOINT INTO ADJACENT LITE OF GLASS. LL "TOP CAP" TO "TOP CAP" CORNER/ANGLED CONDITIONS ARE FULLY WELDED AT THE MITERED JOINTS WITH A BUTT WELD. TWO OR MORE CONSECUTIVE GLASS PANELS THAT ARE 3ETWEEN 23.75" AND 31" IN WIDTH ARE TO HAVE CONTINUOUS TOP CAP. 00 >0 OZ Z4' - 00 >c 00 0 -u >0 —> 0u z c,, Cl) - 0 > 1 PLAN NORTH (7\P4.AN VIEW OPENING 12 NORTH) Sol- - IA SY NE ..-.-. oOEsiaN 0001414)242 1ORTHI - - . W41T1U3.TURIIEU C4TKACI)44G COWPANV rHO SHOPPER 07 CARL2000 .- - 14 WEE 104112)2017 I 2525 EL CASINO REP). CAELS000 CALJFORNLA -- DITION A"- 1/2 THICK FULLY TEMPERED GLASS BETWEEN 32" AND 42" IN WIDTH. TOP CAP IS TO OVERLAP A MINIMUM OF 12" PAST THE 1/2" JOINT INTO ADJACENT LITE OF GLASS. ALL CAP" TO "TOP CAP" CORNER/ANGLED CONDITIONS ARE FULLY WELDED AT THE MITERED JOINTS WITH A BUTT WELD. TWO OR MORE CONSECUTIVE GLASS PANELS THAT ARE CONDITION B" - 5/8" THICK FULLY-TEMPERED GLASS BETWEEN 23.75" AND 31" IN WIDTH, TOP CAP IS TO OVERLAP A MINIMUM OF 12" PAST THE 1/2" JOINT INTO ADJACENT LITE OF GLASS. ALL "TOP CAP" TO "TOP CAP" CORNER/ANGLED CONDITIONS ARE FULLY WELDED AT THE MITERED JOINTS WITHA BUTT WELD. TWO OR MORE CONSECUTIVE GLASS PANELS THAT ARE BETWEEN 23.75:AND3 WIDTH ARE JoHAvEpoNTfNuouSJoCAP. --' 'LL::ibt . FFL T. I 1 1 I. I (T\ELEVATION OPENING 2 ELEVATION OPENING 2 SCME3JrlC - SCA&E,3?r:l°.t (7\ ELEVATION OPENING I (7\ELEVAT1ON OPENING 2 scnL yr.I..0 SCALE VWa.0 Lo (?'ELEVATION OPENING 1 (7\SECTION to eca InTnrr tonc -- — A CV ki 505 DESIGN OPEN50GS 152 solo -- — _______________________________ • PflhITING.TURNER CONTRACTING COMPANY THE SHOPPES AT CARLSBAD WSE Io4lI20017 2525 EL CAMINO REAL CARLSBAD CALIFORNIA O1-E15 IZ% (T\OEVELOPED ELEVATION OPENING 3 OlEIB SCMC;llrIC! C (T\SECTION Loath: (7'\OEVELOPED ELEVATION OPENING 3 oEI5 sau:lr:r. H (\ELEVATION OPENING 4 SCALt 1l'.O (7\ ELEVATION OPENING 4 LI-Lie SCALE:ltrO s Ce it ___ a tim ir n • CC 505 It CACAC ma tim ir CCC DESIGN SYNERCi ThITLIG-TURHER CONTRACTING COMPANY CARLSBAD I I I 15255L CAMS4O REAL. CARLSBAD CALWORNIA - III! 1=4 MIMI (7\ ELEVATION OPENING 5 - SCAL& W.lO C;) - C;) ELEVATiON OPENING 5 SECTION 2ttI7 SCALE: 1JE:l SCALE: 3t:t.0 ('\ ELEVATION OPENING 5 - - 10 A(T ATE C LUTE Ir SYNERi IZPJ4ER CONTRACTING COMPANY ThE SHOPPES Al CARLSBAD WSE 134,12,2017 2525E1CAM150REALCARLS8A0CAL1F0RN1A O1-EI7 am T . ¶ 77 H' J 1 J I (7\ ELEVATiON OPENING 10 (7\ ELEVATION OPENING 10 SECTION - SI-CIA SCAlE: W:I.O SCAlE: Yt:I-O SCALE: W:IC J I I 2 2 / '• ELEVATiON OPENING 9 ELEVATION OPENING a pI SCALE: W1.o • SCaLE: Sr:re 1 ' H 'H/ (T' ELEVATION OPENINGS (7'\ ELEVATION OPENINGS SCALE: 3ffi:IC OAl SCAIE1101°r S 1AlCW Al fl C lt It lAI - 10 CHICO (OS Al ICC? Ir SYNERi THE SHOPPFS AT CARLSBAD WOE 104,12,2017 I-- 2525ELCAMS4OREAL CARLSBAD CAUFORNLR 01-E18 (7'\ELEVATION OPENING 7 SCALE: ,. •!flAlY - ('\SECTION scAle EV:rC - (7\ ELEVATION OPENING 7 StALL i (T'\ ELEVATION OPENING 7 scALE. IS SMWIT IllS Al LOST It LO 505 DESIGN 1~~OIIENING 7 SYNERi 'MTEgGTURNER CONTRACTING COMPANY THE SHOPPES AT CARLSBAD WSE I01,12,2017 2525 EL CAMTAO REAL CARLSBADIA CALICORNIA O1E9 - ,.. ,.' j (T\ ELEVATION OPENING 8 (7'\SECTION SCALS vr:l°.o -I (T\ ELEVATION OPENING II SCALE: 3S:V I ELEVATION OPENING 8 OlIS sc&es,w:,, c:p ELEVATION OPENING 11 z SCALE. Lr. 0 Al IS GT Ifl SC ICC IV C ALl SY N ER d1 wHTSC:TuRNER CONTRACTING COMPANY ThE SHOPPES AT CARLSBAD WEE IO4flI7 2525 EL CAMC4O REAL CAALSBAO CAUFORNIA OI-E2'A, ~EFfd 1' 'I'] ' (7\ DEVELOPED ELEVATION OPENING 12 (7\SECTION SCALE: Vr:I4r plfll SCaja:Ar:s (T\DEVELOPED ELEVATION OPENING 12 9tI SCALE: W.I°.0 Ce am ts tcw a PARTIAL PLAN OPENING 12 PARTIAL PLAN OPENING 12 OCEAn SCALE: Ce:I.0 OSOI SCa.E:vr:no a ott no woo a a, no nsax In At LACY tS• In OPENIW3 12 SYNERi HIT5O-TURNER CONTRACTING COMPAnY THESHOPPESATCARLSOAD Al WEE k112/20,7 I - 2525ELCAMINO REAL CARLSBAD CALiFORNIA OI-E2I,1• Date: 4/17/2017 Page: Project: The Shoppes at Carlsbad Client: SYNERGi Job #: 20177025 By: AIS Checked: ViIIIAION SPRAGUE File: Divider Sheet.doc BUILDING ENVELOPE Template Sheet 1 of 1 GLASS HANDRAIL & ANCHOR ANALYSIS www.wheatonsprague.com 1' 1 I 1/2' X 1/8" INK d-Iéar ALUM TOP CAP IN .flI1 ANODIZEL) I 1/2' TIII< PANEL, ALL TO BE POL CHAMFER EXTRUDED GlAZING. SI WITHGA TI 'APPROVED BY OTHERS I SECTION AT NEW MALL 01E23 SCALE: 1':1 I I kL /A IfAj Clear ANODIZED FINISH - 4/ I/2 THI< TEMPERED CIiSS I PANEL ALLEXPOSED EDGES TO DC POLISIIEDWITII 1/16' CHAMFER EXIRUDED ALUMINUM • CLAZINC SHOE. MILL FINISH I WITH CA IS ALUM CLADDING 'APPROVED FLOOR rIwIsIl I BYOTHF.RS - ....... I • FFL • -1,' • TOP OFSLAB II ' I 1(1 r I I —1------ - -- SECTION AT OLD MALL t : • - O1-E22 SCALE:3":1'-O" Ij • ALUM SI10C CA 18 X I20 LONG- ALUM CLADDING IN DARK ANODIZED FINISH 'NN RrLooRISIBY OTHERS /2_ IHK IFMPFRFn GLASS XX PE T) EncEs 10 BE 1101.1sliEn CONIINOUS BLACK SILICONE ALUMINUM CIA/INC SHOE MILL FINISH -, FIll. WIIH NON-SHRINK GRour - 4 LONG SEThNC 01.0CR AT CLASS END AND AT MIDPOINT '/z9 EW4Lr 6W-,Oi BY 011-IERS J L/" 1rvPii 6fl1'it1'1 CEDcP 12 t9.0 v / lOP 01 nH rLR LEVEL 16 r 55 - 6 EDGE OF SLAB • . 'r 'NEW 350011 CONC INFILI. & CLOSER END PLATE BY Oil-IC H S ZI 'SETTING BED BY OTIICBS .5.. t SECTION AT OLD MALL 01-E23SCALE: 11-01, OF CXTC CONC SLAB 160. Date:4/17/2017 Page: Project: The Shoppes at Carlsbad Client: SYNERGI Job #: 2017-025 By: AIS Checked: WHIATON SPRAUI File: 0.5 Tempered small glass sizes 'BUILDING ENVELOPE Welded.xmcd SUMMARY FOR GLASS ANALYSIS GLASS PANEL Glass Size: 32" wide x 39" tall (above shoe) Glass Type: 1/2" Fully Tempered Loading lb P:= 200-lb w:= 50— WL := 5psf ft Check TOD CaD Load CaDacitv - 6063-T5 (Welded This calculation represents the analysis of the minimum width for glass lites with one unsupported end of the top cap. See Elevations & Tag" sections for applicable conditions. := 32.0•ir (Minimum Length of Glass Panel @ Welded Top Cap section) IStc:=0.151i Fb := 4.8ksi Mall := FbStc =O.725kin Mail Ptc := - = 231b (Point Load supported by Top Cap) :=. minIMaii-- ,w') 17J (Distributed load supported by top cap) 'L )ft Mtc := Ptc•L=0:725k•ifl = Mail =O.725kfl 2 wt.L . Miin : =0725kin - Mail =0.725k-in **The loads above are supported by the top cap. The remaining load will be applied to the glass. Check Glass Stress . := 0.469ir (Minimum Glass Thickness) (Height above shoe to top of couple) min(L, H) = 32.000in (Width of Glass) L.t2 Sgiass := -'-.--7 .=1A73-in w.t2 • Seff:= ---- = 1.173in lb lb Loading on glass Pgl P - P= 1771b wgi := w—w=33.013•— Pi:= WL.L= 1.111•— ft in P91 H . w91 WH 0.5PiH2 UPI = 5896.psi Iin := = 2927 -psi 17WI := = 720 -psi Seff • Sgiass Sgiass www.wheatonsprague.com Date:4/17/2017 Page: Project: The Shoppes at Carlsbad • . Client: SYNERGI Job #: 2017-025 By: AIS Checked: WHIAION SPRAGUE File: 0.5 Tempered small glass sizes BUILDING ENVELOPE Welded.xmcd Maximum Stress amax = max(crpi , OIj) = 5896 -psi Modulus of Rupture o := 24000. psi [Tempered glass] Design Factor DF := 4.0 [based on probability of breakage for vertical glazing of 8 lites per 1000 lites] Allowable Stress UA :Uf = 6000. psi >am,,= 5896- psi bF Check Deflections in Glass E: 10400ksi (modulus of elasticity for glass) (L-t) 4 (w-t) 4 12 =0.275•in 1xx_eff= .12 0.275- in Deflection from WL P•H4 8 E l, 0.112in Deflection from Point Load P 1-H3 = 1.226in 3El eff Deflection from Linear Load L• H 3 I1ne =0.246•in 3-E-1 XX Total Deflection A := mâx(0.7501t + °758WL' 0755Iine + 075WL ' point' 61ine, 8WL) = 1.226. in www.wheatonsprague.com Date:4/13/2017 Page: Project: The Shoppes at Carlsbad ____ • ••. . Client: rl Job #: 2017-025 By:AIS Checked: VIBEAION SPRABDI. . File: 0.625 Tempered small glass sizes BUILDING ENVELOPE Welded.xmcd & 'SUMMARY FOR GLASS ANALYSIS GLASS PANEL Glass Size: 23-3/4 wide x 39" tall (above shoe) Glass Type: 5/8" Fully Tempered Loading lb P := 200 lb w := 50— WL := 5psf ft This calculation represents the analysis of the minimum width for glass lites with one unsupported end of the top cap. See "Elevations & Tag" sections for applicable conditions. Check TOP Cap Load Capacity - 6063-T5 (Welded) 23.75:.in (Minimum Length of Glass Panel @ Welded Top Cap section) St:=0.151.in3 Fb := 4.8•ksi Mall := Fb•Stc = 0.725•k-in Mall Ptc := - = 31 lb (Point Load supported by Top Cap) --. ,w =31. (Distributed load supported by top cap) L wt6:= min ( Mair) ft Mtc : Pt•L=0.725•kin = Mall =0.725kin wt.L 2 M11:= 2 =0725, Ma ii 0.725•k -in **The loads above are supported by the top cap. The remaining load will be applied to the glass. Check Glass Stres := O,595•in (Minimum Glass Thickness) 39.0•in , (Height above shoe to top of couple) ,:= min (L, H) = 23.750 -in (Width of Glass) 2 3 5glass := 1.401 in 3 5eff = 1.401.in lb lb Loading on glass P91 : P- Ptc 169 lb w91 := w - wt, = 19.161 P := WL.L = 0.825. ft in P91.H w91 W•H 0.5PrH2 =4717-psi -on — 1055. psi oi:= =448psi Seff Sgiass Sgiass www.wheatonsprague.com Date:4/13/2017 Page: Project: The Shoppes at Carlsbad I Client: SYNERGI Job #: 2017-025 By: AIS Checked: IiIIIAIOH SPRAGiJi File: 0.625 Tempered small glass sizes BUILDING ENVELOPE Welded .xmcd Maxinum Stress umax; 4717 -psi Modulus of Rupture 01= 24000-psi [Tempered glass] Design Factor, OF : 4.0 [based on probability of breakage for vertical glazing of 8 lites per 1000 lites] 01 Allowable Stress crA : - = 6000.. psi >amax = 4717 P5 www.wheatonsprague.com Project: The Shoppes at Carlsbad Client: SYNERGi Job #: 2017-025 I . By: AIS Checked: WHIAION SPRACO1 . File: New _OLD Mall Glass Handrail BUILDING ENVELOPE Anchored to Concrete.xmcd GLASSHANDRAIL ANALYSIS Eievaon ALL-New/Oki Mall l öetad 1&2/01-E22 HandrailLoading: - 1 R jP oint =2&51$ line := 50— . - Li * Geometry =9.37i 59.56 (Max. Glass Length) 0.375id (Bolt Diameter) =0270h, 1— =O0in L1= 1:250In Check 1/2" thick fully _tempered glass 0469 Sgiass = L tglass2 6 1 = 2.181 In gIa's 3 gs:=6OOOpsi (Note: 4:1 safety factor, Fb wpture = 24000 psi) - Load Case 1: WLonly 77, 1 Mgiassi := P.h.L.(O5.h + a + 0.5b) 1.75-kin glassi 1.25" 1.25" •c bgIäss1 := = 803.. psi < FgiasS = 6000psi Sgiass . if(fbglassl < F,gass, "ok" , "ng") = "ok" - Load Case 2: 0.75*WL + 0.75*Pant Load Leff := if[(h + a + b) < L, (h + a + b), L] (Effective length for point load only) Leff' 42.572. in 2-1 -- Sglasseff := Lefftglass .6 = 1.561•In Mglass2a := 0.75•P 1•hL(0.5h + a + 0.5b) = 1.31kin MgIass2b := 0.75P 01t•(h + a+ 0.5.b) =6.181-kin MgIass2a MgIass2b fbgIass2 := + . = 4562 psi < Sgiass Sglasseff. Fbglass = 6000 psi if(fbgIass2 < Fgiass, 'ok" , "ng") = "ok' www.wheatonsprague.com " Date: 4/17/2017 Page: Project: The Shoppes at Carlsbad 4 Client: SYNERGI -... Job #: 2017-025 By:AlS Checked: WH1ATON SPRAGUE File: New _OLD Mall Glass Handrail BUILDING ENVELOPE . Anchored to Concrete.xmcd - Load Case 3: 0.75*WL + 0.75*Line Load. Mgtass3 := 0.75PwrhL(0.5h + a+ 0.5b)+ 0.75Piine L(h + a + 0.5b) =8.97km MgIass3 bglass3 := = 4114-psi < FbgIns = 6000-psi Sgiass if(fbg1ass3 < Fgiass, "Ok" ,"ng") = "ok" Load Case 4: Point Load Only. if[(h+a+b)<L,(h+a+b),L] Leff = 42.572 -in tJRAA' LefftgIass6 1 = 1.561in3 Mgias: P 0 t(h+ a+ 0.5.b)=8.241.k.in Mgtas bgIass4 := . = 5281 psi Sglasseff Load Case 5: Line Load Only MgIass5 := Piine L(h+ a + 0.5.b) = 10.216km MgIass5 bgIass5 := = 4683psi Sgiass (Effective length for point load only) Fbglass = 6000 psi if (fbglass4 < F,giass, "ok" ,"ng") = "ok" Fbglass = 6000-psi If(fbglass5 < FgiaSs, 'ok" ,"ng') = "ok' Deflections in Glass 164 (modulus (modulus of elasticity for glass) := [L'(tglass _ defl ) 3] = 0.512-inIt xx - Load Case 1: WLonly - + a + - =21.520in . location of wind load 2: •2 P:=PhL=81lb [p.(i)2] deflect _I. := .[3.(h + a 4- b) - (i)] = 0.094- in 8-E.EIxx www.wheatonsprague.com 0.750 0 Ln 0 uate: 411 (/U1 ( t-'age: Project: The Shoppes at Carlsbad p m Client: SYNERGi pp. Job#: 2017-025 By: AIS Checked: WH1A1ON SPRAGUE File: New OLD Mall Glass Handrail BUILDING ENVELOPE . Anchored to Concrete.xmcd - Load Case 2: 0.75*WL + 0.75*Polnt Load 10.75P-0) 2] _ [0.75.P 011.(h + a + b)] deflect-2 := •[3(h + a + b) 0A + = 0.796-in 8-El 3E•l xx - Load Case 3: 0.75*WL + 0.75*Line Load P1 Piine L=2481b [0.75.P,.(h + a + b)] deflect _3 := 8•El, 3•E•l, [3•(h + a + b) - (i)] + = 0.969-in - Load Case 4: Point Load Only 31 LLefftIass deli) ] 4 'xx_eff 12 = 0.366- in (Effective moment of inertia for effective length) [P 0 .(h + a + b)] deflect _4 := =.1.351iri 3.E'Ixx - Load Case 5: Line Load Only ,:= Piine L = 248 lb [P1-(h + a+ b)] deflect-5 := = 1.199-in 3EI Check Aluminum Shoe (6063-T52) Geometry oei=075 tshoe2 :0:i LLshoe := 12in (Effective Length of Shoe -Anchor Bolt Spacing) 2-1 3 5shoel _shoetshoel •6 =.1.125•in 2-1 :3 5shoe2 I_shoe tshoe2 6 = 1.125in Bending - LoadCasel:WLonly lb Mgiassi lb direct, := Ph coupIe_l 0.667•b•L 16 www.wheatonsprague.com ' Date: 4/17/2017 Page: Project: The Shoppes at Carlsbad P . Client: SYNERGi Job #: 2017-025 By: AIS Checked: WHIATON SPRAGUE - File: New—OLD Mall Glass Handrail BUILDING ENVELOPE - Anchored to Concrete.xmcd direct 14oe(05b+ C) + PupIe V1shoe (O633b+ C) bshoe1_1 := - - = 462-psi < Fbshoe := 12500psi Sshoel 'f(fbshoell < "ok" ,"ng") = "ok' direct.1 'Lshoe (0.5b + c + 0r5d) + PupIe 1 Lshoe(0.833b + C + 0.5d) bshoe2_1 := - . = 532-psi . Sshoe2 < ,:= 12500psi . lf(fbshoe2l < Fbshoe "Ok" ,"ng") = 'ok" Bending - Load Case 2: 0.75*WL+0.75*Point Load o.75P 01t lb M91ass2a + Mgiass2b lb direct_2 : 0.75P-h + L —4-7- PupIe2 := 0.667-b-L = 69— in Pdirect_2Lshoe(9.Sb + C) + Pcoupie_2Lshoe (0.833b + C) = 1939-psi < 12500psi bshoe1_2 := Sshoel If(fbshoel2 < Fbshoe, 'ok" , "ng") = 'ok" Pdirect2Lshoe(O.Sb + c + o) + coupIe 2Lshoe (0833b + c + 0.5d) bshoe2_2 . - = 2230-psi Sshoe2 ,WIW= 12500psi f(fbshoe22 < Fbshoe, 'ok" ,"ng") = 'ok" Bending - Load Case 3:.0.75*WL+0.75*Line Load lb Mglass2l lb direct3 0.75Ph + 0-75Iihe = 4 upie3 := 0.667-b = 83 in direct 3l shoe ,(OSb + C) + Pcoupi9 3Lshoe (O.833b + C) bshoe1_3 := - . . . - . = 2320. psi < 12500psi Sshoel if(fbshoe13 < Fbshoe, 'ok" ,"ng") = "ok' direct 3Lshoe (0.5b+ C + 0.5d) + Pcoupie 3Lshoe (0.833b + C + 0.5d) bshoe2_3 := - • . - - = 2669 -psi Sshoe2 < 12500psi if(fbsh0e23 < Fbsh.e "ok" ,"ng") = "ok" Bending - Load Casé.4: Point Load Only point lb • • Mglassil lb direct_4 := = 5-- PoUPe Leff in _ 0.667bL.eff = in www.wheatonsprague.com PE . Date: 4/17/2017 Page: Project: The Shoppes at Carlsbad Client: SYNERGi Job #: 2017-025 By: AIS Checked: WH1ATON SPRAGUE . File: New OLD Mall Glass Handrail 'BUILDING ENVELOPE . . Anchored to Concrete.xmcd 1Ddirect 4Lshoe (0.5b + c) + coupIe 4Lshoe (O.833b + c) bshoe1_4 - . - = 2967 psi < 12500psi Sshoel if(fbshoel4 < Fbshoe, "ok" ,"ng") = "ok" direct 4Lshoe (0.5b + C ± 0.5d) + couple 4Lshoe (0.833b + C + 0.5d) bshoe2_4 := - : - = 3412 -psi Sshoe2 < 12500psi f(fbsh0e24 < F SO ,"ok" ,"ng") = 'ok" Bending - Load Case 5: Line Load Only lb ' MgIass5 lb direct5 := Plih6 = 4— PupIe5 94*- in 0.667.b.L in direct 5 shoe (0.5b + c).+ PupIe 51shoe (O.833b + c) fbshoel_5 := - 1 . - = 2631 psi < 12500psi Sshoel if(fbshoel5 < Fbshoe, "ok' , "ng") = 'ok" direct 5tshoe(05b + c + 0:5d) t coIpIe 5Lshoe (0.833b + C + 0.5d) bshoe2_5 := .- . . . -. . = 3026 psi Sshoe2 < 12500psi - if(fbsh0e25 < Fbshoe , "ok" , "ng") = "ok' Check Concrete Anchors into Concrete Slab at 12" o.c. =T2R (Anchor Bolts Spacing) :zr1.25ui Factored Load Case 1: 1.6L(Pdnt Load) 1 := L •s = 65.1b Factored Shear I s.(h+a+b+c+d+e) Tf, 1 L = 2501 lb Factored Tension - °toe_1 Factored Load Case 2: 1.6L (Line Load) V _2= 1.6•Pies = 801b Factored Shear 1.6P1ine s(h+a+b+c+d+e) . . Tf 2 := . . •. 3100lb Factored Tension - Ptoe_i www.wheatonsprague.com r Date: 4/17/2017 Page: Project: The Shoppes at Carlsbad Client: SYNERG1 Job #: 2017-025 By: AIS Checked: WkIIAION SPRACUt V File: New—OLD Mall Glass Handrail BUILDING ENVELOPE - V Anchored to Concrete.xmcd Factored Load Case 3: WL/0.6 + 1.01- (Point Load) P-h V Vf3 := S + L •s 68-lb Factored Shear P-h —.9-(0.5-h + a + b + c + d + e) + •s-(h + a + b + c + d + e) Tf 3:= 0.6 1 V L =2144th Factored Tension - '0.9P0e Factored Load Case 4: WL/0.6 + tOL (Line Load) Ph V Vi := —s.+ :l.OPiine S = 77th. Factored Shear 0.6 P.-h 's(05habd)10P(hbd) Tf4:= ". 2519 lb Factored Tension - V 0.9'Ptoe 1 (For Calculation of HILTI Anchor Bolt into Concrete (at New Mall) see attached calculations) Check 1/2 x 8" Long DeWALT Screw Bolt+ Concrete Screw Anchor w14" minimum embedment into sctuctural concrete (at Old Mall) Tallow anchor := 0.5-62001b = 3100 lb V '(Anchor allowable capacity is based on the 50% of the V tested value - see attached "Field Test Report" document) Tmax := max(T 1 ,Tf2, Tf3, Tf4) =3100 lb. Tallow anchor = 3100 lb - if max:5 Tallow_anchor, 'ok' , "ng') = 'ok" (Maximum shear load is 2.66/6 of:max tension and is Ok by inspection) V www.wheatonsprague.com www.hilti.us Prof is Anchor 2.7.2 Company: W&S Page: 1 Specifier: AIS Project: The Shoppes Carlsbad Address: Sub-Project I Pos. No.: 2017-025 Phone I Fax: I Date: 4/5/2017 E-Mail: Specifier's comments: KWJK HUS-EZ (KH-EZ) 3/8 (3 1/4) hetect = 2.500 in., heom = 3.250 in. Carbon Steel ESR-3027 211/20161 12/1/2017 Design method AC) 318-11 / Mech. eb = 0.000 in. (no stand-off); t = 0.500 in. I, x l, x t = 2.500 in. x 12.000 in. x 0.500 in.; (Recommended plate thickness: not calculated no profile cracked concrete, , f' = 3500 psi; h = 4.750 in. hammer drilled hole, Installation condition: Dry tension: condition A, shear: condition A; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar I Input data Anchor type and diameter: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Anchor plate: Profile: - Base material: Installation: Reinforcement: Geometry (in.] & Loading [lb, inib] z 1 8: Input data and results must be checked for agreement with the existing conditions and for plausibilityt PROFIS Anchor) c ) 2003-2009 Hilli AG, FL-9494 Schoan Hilti is a registered Trademark ofHilli AG, Schaan MIT-" wwwh11ti.us r Profis Anchor 2.7.2 Company W&S Page 2 Specifier: AIS, w. Project: I The Shoppes Carlsbad Address: Sub, Project I Pos. No.: 2017-025 Phone I Fax I Date 4/5/2017 E-Mail: *. - 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions jib] Tension force (+Tension Compression) Anchor Tension force Shear force Shear fce x Shear force y 1 3100 80 80 0 max. concrete compressive strain: - E%o] . -. max concrete compressive stress (psi] Tensi n resulting tension force in (x/y)=(O 000/0 000) 3100 [lb] resultiñgcompressionfqrce in (x/y)=(0.000/0.000): 0 [lb] ' r 3 Tension load Load Nua [ib] Capacity N. [lb] UtilIzation Nl4 Nn Status. Steel Strength 3100 6718 47 OK Pullout Strength N/A N/A N/A N/A Concrete Breakout Strength** 3100 2982 104 not recommended anchor having the highest loading anchor group (anchors in tension) 3.1 Steel Strength S Nsa = ESR value refer to ICC-ES ESR-3027 4t Nsa ? Nua ACI 318-11 Table D.41.1 Variables A.. ,N [in 2] [psi] 0.09 120300 Calculations N55 [lb] 10335 0 Results . N55 [lb] it steel 4t Ns. [lb] Nu. [lb] 10335 0.650 6718 .3100 Input data and results must be Checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hiiti AG FL 9494 Schaan Huh is a registered Trademark of Huitu AG Scivaan EI wwwhilti.us Profis Anchor 2.7.2 Company: W&S Page: 2 Specifier: AIS Project: The Shoppes Carlsbad Address: Sub-Project I Pos. No.: 2017-025 Phone I Fax: I Date: 4/5/2017 E-Mail: 2 Load case/Resulting anchor forces Load ease: Design loads Anchor reactions (Ib] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 3100 80 80 0 max. concrete compressive strain: - (%o] max. concrete compressive stress: - [psi] resulting tension force in (x/y)=(0.000/0.000): 3100 (1 b] resulting compression force in (x/y)=(0.000/0.000): 0 [lb] 3 Tension load Load N 5 [ib] Capacity 0 N, [lb] Utilization pN = N1j0 N5 Status Steel Strength 3100 6718 47 OK Pullout Strength* N/A N/A N/A N/A Concrete Breakout Strength** 3100 2982 104 not recommended * anchor having the highest loading **anchor group (anchàrs in tension) 3.1 Steel Strength Nsa = ESR value refer to ICC-ES ESR-3027 4t N 0 2, Nua ACI 318-11 Table D.4.1.1 Variables ASS N [in. 21 " U. [psi] 0.09 120300 . Calculations N [lb] 10335 Results Nsa [lb] t stiel N53 Fib] Nua (lb) 10335 0.650 6718 3100 - Input data and results must be checked for agreement with the existing conditions and for plausibilityl PROFIS Anchor ( C) 2003-2009 Hilli AG, FL-9494 Sthaan Hilti is a registered Trademaik of Hilti AG, Schaan www.hi1tius . Profis Anchor 2.7.2 Company: * W&S Page: 3 Specifier: AIS - Project: The Shoppes Carlsbad Address: . Sub-Project I Pos. No.: 2017-025 Phone I Fax: - . Date: 4/5/2017 E-Mail: . 3.2 Concrete Breakout Strength NO ANC 4) ed.N 4) c,N 41 cp.NNb ACI 318-11 Eq. (0-3) ANcO 4) N48 . ACI 318-11 Table D.4.1.1 ANC see ACI 318-11, Part D.5.2.1, Fig. RD.5.2.1(b) AN = 9 h ACI 318-11 Eq. (D-5) 1 'I' ec.N = (1 + peN) S 1.0 ACI 318-11 Eq. (08) 3 hat tVed,N = 0.7 + 0.3(.)S 1.0 ACI 316-11 Eq. (0-10) 41cp,N = MAX(th!0. !)< 1.0 Ad 318-11 Eq. (D-12) Nb = k ii h 5 ACI 318-11 Eq. (0-6) Variables he, [in.] -. eci.t [in.] e [in.] ., Camft, [in.] 41 c,N 2.500 0.000 0.000 6.000 1.000 c4 [in.] kc , f. [psi] 3.750 17 1.000 3500 Calculations ANC [in. 21 AN [in.'] . 4lecl,N 41 0C2.N 'V ed,N 4' Cp.N Nb [lb] 56.25 56.25 1.000 1.000 1.000 ' 1.000 3976 Results Nth (lb]. 4) 4t NCb [lb] N4a [Ib] 3976 0.750 2982 3100 * /• .1 Input data and results must bef Checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c >2003-2009 Hilti AG, FL-9494 Schaan - Itilli is a registered Trademark of Hild AG, Schaan- EO www.hilti.us S Profis Anchor 2.7.2 Company: W&S Page: 4 Specifier: AIS Project: The Shoppes Carlsbad Address: Sub-Project I Pos. No.: 2017-025 Phone I Fax: I . Date: 4/5/2017 E-Mail: 4 Shear load Load V [lb] Capacity 4t V [lb] Utilization Pv = V1 I4) V Status Steel Strength 80 3111 3 OK Steel failure (with lever arm)* N/A N/A N/A N/A Pryout Strength 80 5566 2 OK Concrete edge failure in direction x+" 80 2968 3 OK *anchor having the highest loading **anchor group (relevant anchors) 4.1 Steel Strength V55 = ESR value refer to ICC-ES ESR-3027 (11 V100 2~ V , ACI 318-11 Table D4.1.1 Variables Ase v (in .2] fut. [psi] 0.09 120300 Calculations V [lb] 5185 Results Vm [lb] 4) steel 4) Vsa [lb) V 8 [Ib) 5185 0.600 3111 - 80 4.2 Pryout Strength Vcp = k, ANCO tf ed,N III u.N ii' cp,. Nb] ACI 318-11 Eq. (D-40) 4 Ycp?Vua ACI 318-11 Table D.4.1.1 ANC see ACI 318-11, Part D.5.2.1, Fig. RD.5.2.1(b) ANCO = 9 h, A61 318-11 Eq. (D-5) ec,N = ( + :51.0 —f ) ACI 318-11 Eq. (D-8) h. edN = 0.7 + 0.3 (f:1)5 ACI 318-11 Eq. (D-10) ticp,N = MAx( n.!.r):5 1.0 . ACI 318-11 Eq. (D-12) Nb =k X ' hi ACI 318-11 Eq. (D-6) Variables h1 [in.] e51N (in.] e52N [in.] Capin [in.] 2 2.500 0.000 . 0.000 . 6.000 i' C.N c [in.] k, X a . (psi] 1.000 3.750 17 1.000 3500 Calculations AN, (in. 21 ANCO [in .2] tP ecl.N IV ec2.N IV ad.N tl CP.N Nb [lb] 56.25 56.25 1.000 1.000 1.000 1.000 3976 Results - Vcp [lb] 4) oecmte 4) [lb) Vua [lb] 7951 0.700 5566 80 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor( c ) 2003-2009 Hilti AG FL 9494 Schaan Hilti is 6 registered Trademark or Hilti AG Sctiaan www.hilti.us Profis Anchor 2.7.2 Company: W&S Page: 5 Specifier: AIS Project: The Shoppes Carlsbad Address: Sub-Project I Pos. No.: 2017-025 Phone I Fax: I Date: 4/512017 E-Mail: 4.3 Concrete edge failure in direction x+ VCb =Avco 41 ed,V 41 CV 41 h,V 41 Vb parailei.V ACI 318-11 Eq. (D-30) 4) ACI 318-11 Table 0.4.1.1 Avc see ACI 318-11, Part D.6.2.1, Fig. 110.6.2.1(b) A0 =4.5c . Ad 318-11 Eq. (0-32) 'Vec,v = ( +2ev ) 1.0 ACI 318-11 Eq. 4! ed.V = 0.7 + 0.3(1) :5 1.0 ACI 318-11 Eq. (D-38) IV = a~ 1.0 Ad 318-11 Eq. (0-39) Vb = (7 (f.) i) X d. ACI 318-11 Eq. (D-33) Variables Cai [in.] Ca2 [in.] [in.] 41 c,V ha [in.] 6.000 - 0.000 1.000 4.750 l [in.] Xa da [in.] - f. [psi] 4' parauat,V 2.500 1.000 0.375 3500 1.000 Calculations Av. [in.2] Avo [in. 2] 41 ec,V 41 ed,V 41 h,V Vb [lb] 85.50 162.00 1.000 1.000 1.376 5447 Results Vcb (lb] 4) concrete 41 VCb [lb]. V [lb) 3957 0.750 2968 80 5 Combined tension and shear loads ON Ov Utilization 13.v [%] Status 1.040 0.027 1.000 89 OK NV (ON 'H3V)/l.2<'l 6 Warnings The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations (ETAG 001/Annex C, EOTA TR029, etc.). This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Anchor calculates the minimum required anchor plate thickness with FEM to limit the striss of the anchor plate based on the assumptions explained above. The proof if the rigid base plate assumption is valid is not carried out by PROFIS Anchor. Input data and results must be checked for agreement with the existing conditions and for plausibility' Condition A applies when supplementary reinforcement is used. The (V factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. Refer to the manufacturers product literature for cleaning and installation instructions. Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! Hilti post-installed anchors shall be installed in accordance with the Hilti Manufacturer's Printed Installation Instructions (MPll). Reference ACI 318-11, Part D.9.1 —Fastaningd-oesnot-meet--the--des-ign-er-iteri-a! 1 cj &, 7'.• L1 0,0 E4)sit2A) Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( a) 2003-2009 Hilt AG, FL-9494 Schaan Hilli is a registered Trademark of Hilti AG. Schoan www.hilti.us Profis Anchor 2.7.2 Company: w&S Page: 6 Specifier: AIS Project: The Shoppes Carlsbad Address: Sub-Project I Pos. No. 2017-025 Phone I Fax: Date: 4/5/2017 E-Mail: 7 Installation data Anchor plate, steel: - Anchor type and diameter: KWIK HUS-EZ (KH-EZ) 3/8 (3 1/4) Profile: no profile Installation torque: 480.001 in.lb Hole diameter in the fixture: d1 = 0.500 in. Hole diameter in the base material: 0.375 in. Plate thickness (input): 0.500 in. . Hole depth in the base material: 3.500 in. Recommended plate thickness: not calculated Minimum thickness of the base material: 4.750 in. Drilling method: Hammer drilled . Cleaning: Manual cleaning of the drilled hole according to instructions for use is required. 7,1 Recommended accessories Drilling . . Cleaning Setting Suitable Rotary Hammer . Manual blow-out pump a Torque wrench Properly sized drill bit Coordinates Anchor in. Anchor x •y - C, C., C 1 0.000 0.000 - 6.000 - - Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hitti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilli AG. Sctiaan CD CO 0 m CL C a) CD 0 D O - (D M. o) -' C a- ' .< < 2 3. CD = (n 2 0 to 3 . = • 0 0 O0CDD '<-' C-O Er og(D •O-'- . °CD ' 0 .'0 CL C, Cl)c°' '<W(Dfl(flCD -' 0t)o3 COch (DflCD CD ' •_1 a. 0 W(DCDD° O' 0 . - 0 CL CL CD &OC(DO -' C,) O3CD,D)O 0 co Wa-<_.CPWZ-' — D 0. R2 3.(D C (D CD CD ' CT) CD a- - C(D3 CI 0<'C) -5 - ;CD CD '< 2o (DCD .-00 0 0 6 g.' 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C- - g ° Cfl co CD 3 (P CD a- -1 F', Field Test Reporting Form Project The Shoppes at Carlsbad Name: Address & 2525 El Camino Real Location: Carlsbad, CA 92008 Requested Mark Allison By: Synergi Global Product Specification Base Material Specifications Drilling Equipment Test Equipment Product Name: Screw-Bolt+ (ICC- ES-ESR 3889) Material Type: Concrete Drill Bit Diameter: 1/2 Unit: Hydra-jaws Extractor Product Size: 1/2" x 8" Strength: (psi) - Drill Bit Good Condition: Gage: Catalog #: PFMI 411520 Age: Approx 47 yrs Material: Carbon Steel Thickness; ---- Installation Tools Cartridge Size: - Condition: : Torque Wrench: YES 0 NO Lot Number: - Ambient Temperature: Setting Tool: YES El NO L1 Embed Test Area ment Fixture Time Test Depth Thicknes Duration of No. (inches s Torque Gage Load Test Mode of Failure/Comments (ft-Ibs) (psi) (Ibs) 1 1 4 -- - - 7000 15 sec No noticeable movement 2 2 4 - - ---- 6200 15 sec No noticeable movement 3 3 4 ---- --- -- 6200 15 sec No noticeable movement 4 4 4 --- - - 6200 15 sec No noticeable movement 5 5 4 -- - 6200 15 sec No noticeable movement 6 6 4 - -- - 6200 15 sec No noticeable movement 7 6 5 ---- --- -- 7000 15 sec No noticeable movement - tested ½" x 5" Screw- _______ Bolt+ 8 7 4 - - -- 7000 15 sec No noticeable movement Average Test Loads 6500 15 sec No noticeable movement Notes: 7 tests at 7 different locations, per attachment. On 3/24/17, attempted to install and test Powers Wedge-Bolt+ (1/2° x 8") at areas 4, 5, 6. Product had difficulty tapping threads into concrete. Received permission from Jason Graham, P.E. with Wheaton Sprague to switch out and install and test Screw-Bolt+ (1/2" x 8") in lieu of Wedge-Bolt+. Test Performed By: Rufus Richardson Test Witnessed By: Date: 1 3/28/17 rcev u'+,u It Date: 4/17/2017 Page: Project: The Shoppes at Carlsbad Client: SYNERGi !WTTE Job #: 2017-025 By: AIS Checked: WHEATON SPRAGUE File: Divider Sheet.doc BUILDING ENVELOPE Template Sheet 1 of 1 www.wheatonsprague.com L_1_4__II Date: 4/17/2017 Page: Project: The Shoppes at Carlsbad Client: SYNERG1 WHIATON SPBAGUI Job #: 2017-025 BUILDING ENVELOPE . . . By: AIS Checked: www.wheatonsprague.com REFERENCES ADM1-10 "Aluminum Design Manual" - Aluminum Association AAMA TlR-A9-1 991 "Metal Curtain Wall Fasteners" American Architectural Manufacturers Association AAMA TIR-A9-1991 (2000 Addendum) "Metal Curtain Wall Fasteners Addendum" AAMA "Structural Sealant Glazing System Design Guide" ACI 318-11 "Building Code Requirements for Structural Concrete" and Commentary - American Concrete Institute AISC 360-10 "Specification for Structural Steel Buildings," Steel Construction Manual, 14th Edition - American Institute of Steel Construction ASCE/SEI 7-10 !'Mihirnum Design Loads fOr Buildings and Other Structures" - American Society of Civil Engineers . AWS D1.1 -04 "Structural Welding Code - Steel" - American Welding Society AWS D1.3 - 98 "Structural Welding Code - Sheet Steel" 2013 California Building Code (CBC 2013) DeWALT Technical Manual - Mechanical Anchors",2017 Edition FGMA "Glazing Manual", 1986 Edition,- Flat Glass Marketing Association ICBO Report ER-4780 "Dril-Flex and Kwik-Flex Self-Drilling Structural Fasteners" - ICBO Evaluation Services Elco Dril-Flex Structural Fasteners Literature "Fastener Standards", 6th Edition - Industrial Fasteners Institute [IFI] Hilti North America "Product Technical Guide", 2014 Edition "Roark's Formulas for Stress and Strain", 6th Edition, Warren C. Young [McGraw-Hill] 4/11/11 ReferencesjBc_2012.doc