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2525 EL CAMINO REAL; 211; CBC2018-0194; Permit
(City of Carlsbad Commercial Permit Print Date: 09/17/2018 Permit No: CBC2018-0194 Job Address: 2525 El Camino Real, 211 Permit Type: BLDG-Commercial Work Class: Tenant Improvement Status: Closed - Finaled Parcel No: 1563020900 Lot U: Applied: 04/10/2018 Valuation: $82,741.29 Reference U: Issued: 05/11/2018 Occupancy Group: Construction Type: Permit Fina led: U Dwelling Units: Bathrooms: - Inspector: MCoII Bedrooms: Orig. Plan Check #: Final Plan Check U: Inspection: 9/17/2018 9:37:30AM Project Title: Description: THE SHOPPES: 1,779 SF T.I. SHELL IMPROVEMENTS FOR FUTURE TENANT Applicant: Owner: SEAN HARRIS R P I CARLSBAD LP 3500W Burbank Blvd Burbank, CA 91505-2235 1114 Avenue Of The Americas, Floor 45 818-972-5080 New York, NY 10036-7700 214-660-5232 x215232 BUILDING PERMIT FEE ($2000+) $552.19 BUILDING PLAN CHECK FEE (BLDG) $380.00 ELECTRICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL $60.00 MANUAL BUILDING PLAN CHECK FEE $6.53 MECHANICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL $45.00 SB1473 GREEN BUILDING STATE STANDARDS FEE $4.00 STRONG MOTION-COMMERCIAL $23.17 Total Fees: $1,070.89 Total Payments To Date: $1,070.89 Balance Due: $0.00 Please take NOTICE that approval of your project includes the 'Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as 'fees/exaction.' You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. 1635 Faraday Avenue, Carlsbad, CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov THE FOLLOWING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE: DPLANNING EJENGINEERING EJBUILDING EJFIRE DHEALTH EJHAZMAT!APCD Building Permit Application r 0011, Plan Check NoCaOL — Oig Est. Value S 92 7141.2- 1635 Farad Ave., Carlsbad, CA 92008 City of' ay Ciar1sbacI Ph: 760-602-2719 Fax: 760-602-8558 Plan Ck. Deposit email: buildingcarlsbadca.gov Date t4 - - (Q) 104.09.18 www.carlsbadca.gov JOB ADDRESS 2525 El Camino Real I SUITE#/SPACE#/UNIT# I APN I I 156 - 302 - 08 - CT/PROJECT # LOT # PHASE # C OF UNITS C BATHROOMS TENANT BUSINESS NAME I CONSTR. TYPE I 0CC. GROUP 1#11EDROOMS The Shoppes at Carlsbad I Ill-B M DESCRIPTION OF WORK: Include Square Feet of Affected Area(s) TENANT IMPROVEMENT SHELL WORK FOR SPACE #211. PROVIDING NEW ELECTRCAL SERVICE, ROOF MOUNTED. HVAC EQUIPMENT & STOREFRONT FOR 1779sf TENANT SPACE. EXISTING USE I PROPOSED USE I GARAGE (SF) PATIOS (SF) I DECKS (SF) I FIREPLACE AIR CONDITIONING FIRE SPRINKLERS Retail Mall Retail Mall F'ES , NO I YESNO YES ENOE APPLICANT NAME Sean Harris, LDA Design Group PROPERTY OWNER NAME Kyle Godat, Rouse Properties Primary Contact ADDRESS ADDRESS 3500 W Burbank Blvd 555 Broadway Suite 1019 CITY STATE ZIP CITY STATE ZIP Burbank CA 91505 Chula Vista CA 91910 PHONE IFAJ( PHONE FAX 818-972-5080 619-427-6701 EMAIL EMAIL seanhldadesigngroup.com kyle.godatrouseproperties.com DESIGN PROFESSIONAL Donald D. Linane AlA CONTRACTOR BUS. NAME Rob Prather Whitinu Turner Contractinu Co ADDRESS 3500 W. Burbank Blvd ADDRESS 250 Commerce Street, Suite 150 CITY STATE ZIP CITY STATE ZIP Burbank CA 91505 Irvine CA 92602 PHONE FAX PHONE IFAX 818-972-5080 818-848-3895 949-863-0800 EMAIL EMAIL donI(Idadesigngroup.com Rob. Prather(whitinq-turner.com STATE LIC. C STATE LlC.# CLASS I CITY BUS. LiC.# C-18772 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 reqyires 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)). '(44 Workers' Compensation Declaration: / hereby affirm under penalty of perjury one of the following declarations: LI 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. El I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Insurance Co. Policy No. Expiration Date This section need not be completed if the permit is for one hundred dollars ($100) or less. fJCertificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (&100,000), in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest and attorney's fees. CONTRACTOR SIGNATURE DAGENT DATE T'3 ) (hereby affirm that lam exempt from Contractor's License Law for the following mason: I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of 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 property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). El I am exempt under Section ______________Business and Professions Code for this mason: I personally plan to provide the major labor and materials for construction of the proposed property improvement. llYes flNo I (have I have not) signed an application for a building permit for the proposed work. I have contracted with the following person (firm) to provide the proposed construction (include name address (phone / contractors' license number): I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone I contractors' license number): I will rovide some of the work, ut+haVe contracted h' ) the following persons to provide the work indicated (include name / address / phone (type of work): A5PROP6R NT DATE XJ \ ( \ J 4_J jJin'i Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? 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 / No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? Yes ./ 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. I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). Lender's Name Lender's Address I certifythat I have read the application and state thatthe above information is correctand thatthe information on the plans is accurate. I agree to complywith all City ordinances and State laws relatingto building construction. I hereby authorize representative of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over 50' deep and demolition or construction of strictures over 3 stones in height. EXPIRATION: Every permit issued by the Building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit or tithe building or work authorized by such perm is suspended or abandoned at any time after the work is commenced for a period of 180 days (Section 106.4 .4 Uniform Building Code). APPLICANT'S SIGNATURE DATE STOP: THIS SECTION NOT REQUIRED FOR BUILDING PERMIT ISSUANCE. Complete the following ONLY if a Certificate of Occupancy will be requested at final inspection. - -U-- Fax (760) 602-8560, Email buiIdincltCarIsbadCa.gov or Mail the completed form to City of Carlsbad, Building Division 1635 Faraday Avenue, Carlsbad, California 92008. r0#: (Office Use Only) CONTACT NAME OCCUPANT NAME ADDRESS BUILDING ADDRESS CITY STATE ZIP CITY STATE ZIP Carlsbad CA PHONE FAX EMAIL OCCUPANT'S BUS. LIC. No. DELIVERY 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 TO OTHER: CHANGE OF USE / NO CONSTRUCTION ..APPLICANT'S SIGNATURE DATE F-77111 Permit Type: BLDG-Commercial Application Date: 04/10/2018 Owner: R P I CARLSBAD LP Work Class: Tenant Improvement Issue Date: 05/11/2018 Subdivision: CARLSBAD TCT#76-18 Status: Closed - Finaled Expiration Date: 01/01/2019 Address: 2525 El Camino Real 211 Carlsbad, CA 92008-1208 IVR Number: 10628 Scheduled Actual Date Start Date Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete 06/29/2018 06/29/2018 BLDG-14 062725-2018 Partial Pass Paul Burnette Reinspection Incomplete Frame/Steel/Bolting! Welding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency No 07/03/2018 07/03/2018 BLDG-18 Exterior 062924-2018 Failed Michael Collins Reinspection Complete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency No contractor on site, called left message No BLDG-34 Rough 062925-2018 Failed Michael Collins Reinspection Complete Electrical Checklist Item COMMENTS Passed BLDG-Building Deficiency No contractor on site, called left message No 07/05/2018 07/05/2018 BLDG-18 Exterior 063191.2018 Failed Michael Collins Reinspection Complete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-34 Rough 063192-2018 Failed Michael Collins Reinspection Complete Electrical Checklist Item COMMENTS Passed BLDG-Building Deficiency Provide access to panel No BLDG-43 Air 063193.2018 Partial Pass Michael Collins Reinspection Incomplete Cond./Furnace Set Checklist Item COMMENTS Passed BLDG-Building Deficiency HVAC equipment installed Yes 09/17/2018 09/17/2018 BLDG-Final 070028.2018 Passed Paul Burnette Complete Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-Plumbing Final No BLDG-Mechanical Final No BLDG-Structural Final No BLDG-Electrical Final No September 17, 2018 Page 1 of 1 EsGil A SAFEbui1t Company DATE: 4/24/2018 U APPLICANT U JURIS. JURISDICTION: Carlsbad PLAN CHECK #.: CBC2018-0194 SET: I( PROJECT ADDRESS: 2525 El Camino Real #211 PROJECT NAME: Space 211 Shell Work The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: EsGil staff did not advise the applicant that the plan check has been completed. Liii EsGil staff did advise the applicant that the plan check has been completed. Person contacted: /" Telephone #: Date contacted: /1 (by:) Email: Mail Telephone Fax In Person REMARKS: Ok to issue permit for this project which consists of HVAC work and interior door remodel. There will be a deferred submittal and separate permit for the store front. By: Jason Pasiut Enclosures: EsGil 4/12/2018 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)560-1576 EsGil A SAFEbuilfCcmpany DATE: 4/20/2018 U APPLICANT URIS. JURISDICTION: Carlsbad PLAN CHECK#.: CBC2018-0194 SET:I PROJECT ADDRESS: 2525 El Camino Real #211 PROJECT NAME: Space 211 Shell Work The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. 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: Sean Harris EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did ad'iise the applicant that the plan check has been completed. Person contacted: Sean Harris Telephone #: 818-972-5080 Date contacted 4/2O/!6)(b?) Email: seanh@ldadesigngroup.com ,/Mail Iephon4. Fax In Person REMARKS: City staff please adjust valuation per square foot to 49.93 per new fee table. Total fee is $327.11. By: Jason Pasiut Enclosures: EsGil 4/12/2018 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad CBC20 18-0194 4/20/2018 PLAN REVIEW CORRECTION LIST TENANT IMPROVEMENTS PLAN CHECK #.: CBC2018-0194 OCCUPANCY: M TYPE OF CONSTRUCTION: IJIB IALLOWABLE FLOOR AREA: SPRINKLERS?: YES REMARKS: Work is for future use DATE PLANS RECEIVED BY JURISDICTION: 4/9/2018 DATE INITIAL PLAN REVIEW COMPLETED: 4/20/2018 JURISDICTION: Carlsbad USE: Future Use ACTUAL AREA: 1,779sf STORIES: 2 HEIGHT: unchanged OCCUPANT LOAD: DATE PLANS RECEIVED BY ESGIL CORPORATION: 4/12/2018 PLAN REVIEWER: Jason Pasiut 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 2016 CBC, which adopts the 2015 IBC. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 105.4 of the 2015 International Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. Carlsbad CBC20 18-0 194 4/20/2018 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 and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring TWO corrected set of plans and calculations/reports to EsGil, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil is complete. PLANS Please clarify why there are details for the storefront in these plans yet the aluminum storefront appears to be a deferred submittal. a) Please either remove all details and provide complete plans for the deferred items under separate permit or provide all storefront details in these plans for review. 2. Please further clarify the details 2 and 5 on sheet A3.1 showing fasteners proposed at all new connections of storefront to existing structure. Box beam construction and mullion to blocking etc......... Mullion to existing floor..... 3. Please note that the fee per square foot has been updated and will required additional fees prior to permit issuance. City staff has been made aware. . END OF REVIEW 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: LI Yes U No The jurisdiction has contracted with EsGil, 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 Jason Pasiut at Esgil. Thank you. Carlsbad CBC2018-0194 4/20/2018 [DO NOT PAY - THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK #.: CBC2018-0 194 PREPARED BY: Jason Pasiut DATE: 4/20/2018 BUILDING ADDRESS: 2525 El Camino Real #211 BUILDING OCCUPANCY: m BUILDING PORTION :1 AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) 1779 49.93 .88,825 Air Conditioning Fire Sprinklers TOTAL VALUE 88,825 Jurisdiction Code Icb IBY Ordinance I 1997 USC Buildinq Permit Fee V 1997 USC Plan Check Fee Type of Review: Repetitive Fee ---- Repeats V El Complete Review El Other El Hourly EsGil Fee El Structural Only Hr. @ * I $327.11I Comments: Sheet 1 of 1 Thornton Tomasett! Building Solution /?~ecielv~eo 4Ln, Project (1113 The Shoppes at 8"W*S18AD Space 211 Structural Calculations Project No. S16012 Prepared For LDA Design Group 3500 West Burbank Blvd. Burbank, CA 91505 T: 818.972.5080 Prepared By Thornton Tomasetti Inc. 925 Fort Stockton Drive, Suite 200 San Diego, CA 92103 1: 619.550.5900 April 4, 2018 E çjo C 77781 : '4 * \EXP. 06/30/2019/* Thornton Tomasetti TABLE OF CONTENTS Calculations Design Criteria GravityLoading ....................................................................................................................Al-I Miscellaneous RTUFraming ........................................................................................................................ BI-1 Space 211 Structural Calculations April 4, 2018 1 Project # S16012 Thornton Tomasefti Building Solutions Section A Design Criteria Thornton Tomasetti Building Solutions Al - Gravity Loading Al-1 Thornton Tomasetti Project The Shoppes at Carlsbad Project No. S16012 Date 9/19/2016 By AB Sheet - of - Subject Building Loads Checked By U Drawing No. - Minimum Design Loads CBC 2013 /!BC 2012/ASCE 7-10 I - Level 2 - (E) Lease Area Gravity Mass Finish 5.0 psf 5.0 psf 2 1/2" NWT Conc. Slab 32.0 psf 32.0 psf 6"x18" NWT Conc. Jst. © 36"oc 38.0 psf 38.0 psf NWT Conc. Beams 25.0 psf 25.0 psf NWT Conc. Col's 5.0 psf 5.0 psf M.E.P. 4.0 psf 4.0 psf Ceiling 3.0 psf 3.0 psf Partition 0.0 psf 10.0 psf Misc. 3.0 psf 3.0 psf DL=ll5psf 125 psf Retail LL = 75 psf 3 - Level 2 - (E) Exterior Entry Gravity Mass 3" NWT Topping Slab 40.0 psf 40.0 psf 2 1/2" NWT Conc. Slab 32.0 psf 32.0 psf 6"x18" NWT Conc. Jst. © 36"oc 38.0 psf 38.0 psf NWT Conc. Beams 25.0 psf 25.0 psf NWT Conc. Col's 5.0 psf 5.0 psf M.E.P. 4.0 psf 4.0 psf Ceiling 3.0 psf 3.0 psf Partition 0.0 psf 10.0 psf Misc. 3.0 psf 3.0 psf DL= 150 psf 160 psf Public LL = 100 psf 5 - Roof - (E) Lease Area Gravity Mass Composite Roof 4.0 psf 4.0 psf 1/2" Plywood Sheathing 3.0 psf 3.0 psf 3x14 Rafters @ 24" oc 5.0 psf 5.0 psf StI. Beam & Col Framing 4.0 psf 4.0 psf M.E.P. 4.0 psf 4.0 psf Ceiling 3.0 psf 3.0 psf Partition 0.0 psf 5.0 psf Misc. 2.0 psf 2.0 psf DL = 25 psf 30 psf Roof LL = 20 psf 2 - Level 2 - (E) Concourse Gravity Mass 2" NWT Topping 25.0 psf 25.0 psf 2 1/2" NWT Conc. Slab 32.0 psf 32.0 psf 6"x18" NWT Conc. At. © 36"oc 38.0 psf 38.0 psf NWT Conc. Beams 25.0 psf 25.0 psf NWT Conc. Col's 5.0 psf 5.0 psf M.E.P. 4.0 psf 4.0 psf Ceiling 13.0 psf 13.0 psf Partition 0.0 psf 10.0 psf Misc. 3.0 psf 3.0 psf DL= 145 psf 155 psf Public LL = 100 psf 4 - Level 2 - (E) Exterior Road Gravity Mass 6" NWT Topping Slab 75.0 psf 75.0 psf 4 1/2" NWT Conc. Slab 56.0 psf 56.0 psf 1O"x18" NWT Conc. At. © 40"oc 56.0 psf 56.0 psf NWT Conc. Beams 30.0 psf 30.0 psf NWT Conc. Col's 5.0 psf 5.0 psf M.E.P. 4.0 psf 4.0 psf Ceiling 3.0 psf 3.0 psf Partition 0.0 psf 10.0 psf Misc. 3.0 psf 3.0 psf DL = 232 psf 242 psf Sidewalk LL = 250 psf 6 - Roof - (E) Concourse Gravity Mass Composite Roof 4.0 psf 4.0 psf 1/2" Plywood Sheathing 3.0 psf 3.0 psf 3x14 Rafters @ 24" oc 5.0 psf 5.0 psf Stl. Beam & Col Framing 4.0 psf 4.0 psf M.E.P. 4.0 psf 4.0 psf Ceiling 13.0 psf 13.0 psf Partition 0.0 psf 5.0 psf Misc. 2.0 psf 2.0 psf DL = 35 psf 40 psf Roof LL = 20 psf A1-2 Thornton Tomasetti Project The Shoppes at Carlsbad Subject Building Loads Minimum Design Loads CBC 2013/!BC 2012/ASCE 7-10 Project No. S16012 Date 9/19/2016 By AB Sheet - of Checked By U Drawing No. 7 - Level 2 - (N) In-fill Gravity Mass Finish 5.0 psf 5.0 psf 3-1/2" NWC Fill 54.5 psf 54.5 psf 18 Ga Metal Deck 2.5 psf 2.5 psf Steel Framing 10.0 psf 10.0 psf M.E.P. 4.0 psf 4.0 psf Ceiling 3.0 psf 3.0 psf Partition 0.0 psf 10.0 psf Misc. 3.0 psf 3.0 psf DL = 82 psf 92 psf Retail LL = 100 psf 9 - Level 2 - (N) Loading Dock Gravity Mass 7-1/2" (avg) NWC Topping 95.0 psf 95.0 psf 4-1/2" NWC Fill 72.5 psf 72.5 psf 18 Ga Metal Deck 2.5 psf 2.5 psf Steel Framing 10.0 psf 10.0 psf M.E.P. 4.0 psf 4.0 psf Ceiling 3.0 psf 3.0 psf Partition 0.0 psf 10.0 psf Misc. 3.0 psf 3.0 psf DL = 190 psf 200 psf Loading Dock LL = 250 psf 11 - Canopy - (N) Typical Gravity Mass Composite Roof 5.0 psf 5.0 psf 1-1/2", 18 Ga Metal Deck 1.5 psf 1.5 psf Steel Framing 10.0 psf 10.0 psf Misc. 3.0 psf 3.0 psf DL = 20 psf 20 psf Roof LL = 20 psf 8 - Level 2 - (N) Restaurant Gravity Mass Finish 5.0 psf 5.0 psf 2 1/2" NWT Conc. Slab 32.0 psf 32.0 psf 6"x18" NWT Conc. Jst. © 36"oc 38.0 psf 38.0 psf NWT Conc. Beams 25.0 psf 25.0 psf NWT Conc. Col's 5.0 psf 5.0 psf M.E.P. 4.0 psf 4.0 psf Ceiling 3.0 psf 3.0 psf Partition 0.0 psf 10.0 psf Misc. 3.0 psf 3.0 psf DL= 115 psf 125 psf Dining LL = 100 psf 10 - Roof - (N) Typical Gravity Mass Composite Roof 5.0 psf 5.0 psf 1-1/2", 18 Ga Metal Deck 1.5 psf 1.5 psf Steel Framing 10.0 psf 10.0 psf M.E.P. 4.0 psf 4.0 psf Ceiling 3.0 psf 3.0 psf Partition 0.0 psf 5.0 psf Misc. 3.0 DSf 3.0 Dsf DL = 27 psf 32 psf Roof LL = 20 psf 12 - Mezzanine Gravity Mass 2-1/2" LWC Fill 32.1 psf 32.1 psf 2", 18 Ga Metal Deck 2.5 psf 2.5 psf Steel Framing 10.0 psf 10.0 psf M.E.P. 4.0 psf 4.0 psf Ceiling 3.0 psf 3.0 psf Misc. 3.0 psf 3.0 psf DL = 55 psf 55 psf Mezzanine LL = 125 psf AI-3 Thornton Tomasetti Building Solutions Section B Miscellaneous Thornton Tomasetti Building Solutions B1— RTU Framing BI-1 Thornton Tomasetti PROJECT TC - c'c PROJECT NO. 5IC 0 DATE - / 30 (i BY SHEET of SUBJECT Te, r L) T? Le. CHECKED BY DRAWING NO. T1TT [ I [ H - L H L 4 441 4- 4- roJJ L . 0 1,11-0 t 4 i L Li I H H t - -..-1 - - I - -- .- --4--- -" - iLt 1r: HI BI-2 Non-Structural Seismic Loading ASCE 7-10, Chapter 13 Description: Determine F for roof mounted HVAC equipment. Component Type: HVAC (Conservative Envelope) Seimic Coefficients: a:=11 [ASCE 7-10 Table 13.6-1] Il :=2.! 0 2' Additional Input Importance Factor 1.00 Spectral Acceleration, SDS 0.782 Short Period Component Operating w Weight Height at Point of Attachment 1 := 41f Average Roof Height j41ft Determine Seismic Desian Force 0.4.aP.SDS.WP 'i + 2• F(W) - 0.38.W [ASCE 7-10 Eqn. (13.1-1)] RP F(W). h) 'p F(W) := 1.6.SDS.I.p.Wp F 11 (W) - 1.2s.w [ASCE 7-10 Eqn. (13.1-2)] F(W) := 0.3.SDS.'p.WP F(W) - 0.23.w [ASCE 7-10 Eqn. (13.1-2)] Controlling Design Force Fp c011t(Wp) := max(min(Fp(1),Fp m (1)),Fp mjn(1)).Wp IFpcont(1p) - 0.38•W B1-3 -------1--' 10'- 4' 22'- 0" 22--0" 27- 0" W12X16 1r II 12X16 WIPM@ ------W1X22 pt W12X16 ~Wl2X16 cn 22 f I F: C Xl6 , /—W1 I i f 'i W12X16 - W12X16 rn - W14X22 V ---- I ) : / W12X16 W12X16 W12X16 W1022 / IF I IWI I I IF. W12X16 - W143; W12X16 W12X16 W1ZX16 I W12X16 -i TF— W12X16 W12X16 W12X16 14X2. W12X16 W12X16 W12X16 _. - _/._J14X22 I> W12X16 Lf.W12X16 W12X16 WFX12 _V'4X22 Maximum Shear Stress Ratio = Section used for this span Vu : Applied Vn * Phi: Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.007: 1 W10xI2 0.4150 k 56.259 k +1.20D+050Lr+160L+160H 7.500 ft Span #1 Steel Beam INC. 1983-2014, Build:6.14.6.15, Ver.6.14.6.15 Description: Trimmer BM BM 1 CODE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Load Resistance Factor Design Fy : Steel Yield: 50.0 ksi Beam Bracing: Completely Unbraced E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination ASCE 7-10 Span = 7.50 ft W10nl2 Applied Loads Beam self weight calculated and added to loads Load(s) for Span Number 1 Point Load: L = 0.4510, E = 0.2190 k @3.750 ft, (RTU Corner Load) DESIGN SUMMARY Service loads entered. Load Factors will be applied for calculations. Maximum Bending Stress Ratio = 0.037: 1 Section used for this span WI 0x12 Mu : Applied 1.455k-ft Mn * Phi: Allowable 39.758 k-ft Load Combination +1.200+0.50Lr+1.60L+1.60H Location of maximum on span 3.750ft Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.004 in Ratio = 20,348 Max.Upward L+Lr+S Deflection 0.000 in Ratio = 0 <240 Max Downward Total Deflection 0.005 in Ratio = 18003 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Load Combination Max Stress Ratios Segment Length Span # M V max Mu + Maximum Forces & Stresses for Load Combinations'____________________________________________________________________ Summary of Moment Values max Mu - Mu Max Mnx Phi*Mnx Cb Rm Summary of Shear Values VuMax Vnx PhiVnx +1.40D+1.60H Dsgn. L= 7.50 ft 1 0.003 0.001 0.12 0.12 38.57 34.72 1.14 1.00 0.06 56.26 56.26 +120D+050Lr+160L+160H Dsgn. L= 7.50 ft 1 0.037 0.007 1.45 1.45 44.18 39.76 1.30 1.00 0.42 56.26 56.26 +1.20D+1.60L+050S+160H Dsgn. I = 7.50 ft 1 0.037 0.007 1.45 1.45 44.18 39.76 1.30 1.00 0.42 56.26 56.26 +120D+16OLr+050L+160H Dsgn. I= 7.50 ft 1 0.013 0.003 0.52 0.52 43.36 39.02 1.28 1.00 0.17 56.26 56.26 +1.20D+1.60Lr+0.50W+1.60H Dsgn. I= 7.50 ft 1 0.003 0.001 0.10 0.10 38.57 34.72 1.14 1.00 0.05 56.26 56.26 +1.20D+0.50L+1.60S+1.60H Dsgn. I = 7.50 ft 1 0.013 0.003 0.52 0.52 43.36 39.02 1.28 1.00 0.17 56.26 56.26 +1.200+1605+050W+160H Dsgn. L = 7.50 ft 1 0.003 0.001 0.10 0.10 38.57 34.72 1.14 1.00 0.05 56.26 56.26 +120D+050Ir+050L+W+160H Dsgn. L = 7.50 ft 1 0.013 0.003 0.52 0.52 43.36 39.02 1.28 1.00 0.17 56.26 56.26 +1.20D+050L+0.505+W+19H Dsgn. L= 7.50 ft 1 0.013 0.003 0.52 0.52 43.36 39.02 1.28 1.00 0.17 56.26 56.26 +1.3560+0.501+0205+E+160H Dsgn. L = 7.50 ft 1 0.024 0.005 0.95 0.95 43.84 39.45 1.29 1.00 0.28 56.26 56.26 +1.356D+0.50L+020S-10E+160H Dsgn. L= 7.50 ft 1 0.004 0.001 0.13 0.13 39.08 35.17 1.15 1.00 0.06 55 56.26 +0.90D+W+0.90H r Steel Beam File C:Use N0RVl-1Desktop\ShoppBESHOC--1\Enercalcbeshock.ec6 I ENERCALC, INC. 1983-2014, Build:6.14.6.15, Ver:6.14.6.15 Description: Trimmer BM Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V max Mu + max Mu - Mu Max Mnx PhiMnx Cb Rm VuMax Vnx PhiVnx Dsgn. L = 7.50 ft 1 0.002 0.001 0.08 0.08 38.51 34.72 1.14 1.00 0.04 56.26 56.26 +0.7436D+E+0.90H Dsgn. L = 7.50 It 1 0.012 0.003 0.47 0.47 43.77 39.39 1.29 1.00 0.14 56.26 56.26 +07436D-10Ef090H Dsgn. L= 7.50 ft 1 0.008 0.002 -0.35 0.35 46.01 41.41 1.36 1.00 0.11 56.26 56.26 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. "- Dell Location in Span Load Combination Max. Defi Location in Span +D+0750L+0750S+0525E4l 1 0.0050 3.788 0.0000 0.000 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAximum 0.272 0.272 Overall MiNimum 0.027 0.027 +D+H 0.045 0.045 +D+L+H 0.271 0.271 +D+Lr+H 0.045 0.045 +D+S+H 0.045 0.045 +D+3750Lr+()750L+H 0.214 0.214 +D+0.750L+07505+H 0.214 0.214 +D+060W+H 0.045 0.045 +D+0.70E+H 0.122 0.122 +D+0750L+0750Lr+0450W+H 0.214 0.214 +D+0.7501+0.7505+0 450 W+H 0.214 0.214 +Df0.750L+07505+13525E+H 0.272 0.272 +0.60D460W4601-1 0.027 0.027 +0.60D+0.70E+060H 0.104 0.104 D Only 0.045 0.045 LrOnly L Only 0.226 0.226 S Only WOnly EOnly 0.110 0.110 H Only BI-6 Maximum Shear Stress Ratio = Section used for this span Vu : Applied Vn * Phi: Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.062 :1 W14x22 5.820 k 94.530 k +1.200+1.60Lr+050L+160H 0.000 ft Span #1 Steel Beam He= C:\U SNORVl-l\D ShoppesBESHOC-1Enercalc\beshock.e ENERCALC, INC. 1983-2014, 8udd:6.14.6.15, Ver6.14.6.15 Description: - (E)W14 Roof BM w/ RTU Loading Rotated CODE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Load Resistance Factor Design Fy : Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination ASCE 7-10 L(0.451 Span = 27.0 ft W14x22 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: 0 = 0.01650, Lr = 0.020 ksf, Tributary Width = 7.50 ft, (TYP Roof Loading) Point Load: L = 0.4510, E = 0.2190k @9.670 ft, (RTU Corner Load) Point Load: L = 0.4510, E = 0.2190k @0.0 ft, (RTU Corner Load) Point Load: L = 0.2260, E = 0.2190 k @ 9.670 ft, (RTU Corner Load) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.317: 1 Section used for this span WI 4x22 Mu: Applied 39.472 k-ft Mn * Phi: Allowable 124.500 k-ft Load Combination +1.20D+1.60Lr+0.50L+1.60H Location of maximum on span 13.230ft Span # where maximum occurs Span # 1 Maximum Deflection - Max Downward L+Lr+S Deflection 0.313 in Ratio = 1,034 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <240 Max Downward Total Deflection 0.618 in Ratio = 524 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Load Combination Max Stress Ratios Segment Length Span # M V max Mu + I Maximum Forces & Stresses for Load Combinations'___________________________________________________________________ Summary of Moment Values max Mu - Mu Max Mnx Phi*Mnx Cb Rm Summary of Shear Values VuMax Vnx Phi*Vnx +1.40D+1.60H Dsgn.L= 27.00 ft 1 0.149 0.029 18.61 18.61 138.33 124.50 1.00 1.00 2.76 94.53 94.53 +120D+050Lr+160L+160H Dsgn.L= 27.00ft 1 0.227 0.043 28.32 28.32 138.33 124.50 1.00 1.00 4.07 94.53 94.53 +1.20D+1.60L+0.505+1.60H Dsgn.L= 27.00 ft 1 0.174 0.032 21.61 21.61 138.33 124.50 1.00 1.00 3.06 94.53 94.53 +120D+160Lr+050L+160H Dsgn.L= 27.00 ft 1 0.317 0.062 39.47 39.47 138.33 124.50 1.00 1.00 5.82 94.53 94.53 +120D+160Lr+050W+160H Dsgn.L= 27.00ft 1 0.304 0.059 37.82 37.82 138.33 124.50 1.00 1.00 5.60 94.53 94.53 +1.20D+050L+1605+160H Dsgn.L= 27.00 ft 1 0.142 0.027 17.63 17.63 138.33 124.50 1.00 1.00 2.58 94.53 94.53 +1.200+1.60S+0.50W+1.60H Dsgn.L = 27.00 ft 1 0.128 0.025 15.95 15.95 138.33 124.50 1.00 1.00 2.36 94.53 94.53 +1.200+0.50Lr+0.50L+W+1.60H Dsgn.L= 27.00 ft 1 0.196 0.038 24.45 24.45 138.33 124.50 1.00 1.00 3.59 94.53 94.53 +1.200+0.50L-i.0505+W+160H Dsgn.L= 27.00ft 1 0.142 0.027 17.63 17.63 138.33 124.50 1.00 1.00 2.58 94.53 94.53 +1.356D+0.50L+020S+E+160H Dsgn.L= 27.00 ft 1 0.177 0.034 21.98 21.98 138.33 124.50 1.00 1.00 3.17 937 94.53 +1.356D+0.501-+020S-10E+1601-1 [Steel Beam File = C:\UseSNORVlI\DeskopShops\3ESHOC1\Enercalctheshock.&$ I ENERCALC, INC. 1983-2014, Build:6.14.6.15, Ver6.14.6.15 Description: (E)W14 Roof BM w/ RTU Loading Rotated Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V max Mu + max Mu - Mu Max Mnx Phi*Mnx Cb Rm VuMax Vnx Phi*Vnx Dsgn.L= 27.00 ft 1 0.141 0.028 17.55 17.55 138.33 124.50 1.00 1.00 2.63 94.53 94.53 +0.90D+W+0.90H Dsgn.L= 27.00ft 1 0.096 0.019 11.96 11.96 138.33 124.50 1.00 1.00 1.77 94.53 94.53 +0.7436D+E+0.90H Dsgn.L= 27.00f1 1 0.097 0.018 12.11 12.11 138.33 124.50 1.00 1.00 1.75 94.53 94.53 +07436D-10E+()90H Dsgn. L= 27.00 ft 1 0.063 0.014 7.88 7.88 138.33 124.50 1.00 1.00 1.31 94.53 94.53 Overafl Maximum Deflections- Unfactored Loads Load Combination Span Max. - Dell Location in Span Load Combination Max. "+" Dell Location in Span +D+Lr+H 1 0.6179 13.635 0.0000 0.000 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 4.152 3.994 Overall MINimum 0.500 0.157 +D+H 1.969 1.969 +D+L+H 2.854 2.211 +D+Lr+H 3.994 3.994 +D+S+H 1.969 1.969 +D+0750Lr+0750L+H 4.152 3.669 +D+0.750L+07505+H 2.633 2.151 +D+0.60W+H 1.969 1.969 +D+0.70E+H 2.319 2.079 +D+0750L+075OLr+0450W+H 4.152 3.669 +D+0.750L+07505+0450W+H 2.633 2.151 +D+41750L+0.7505+0.525E+H 2.896 2.233 +0.600+0.60W+060H 1.181 1.181 +0.60D+0.70E+060H 1.531 1.291 D Only 1.969 1.969 LrOnly 2.025 2.025 L Only 0.886 0.242 S Only WOnly E Only 0.500 0.157 H Only B1-8 Steel Beam File = C:tUSNORVl-'1\DeSktoppeSBESHOC-1\EnercalcbeShOck.ec6 ENERCALC, INC. 1983-2014, Build:6.14.6.15, Ver.6.14.6.15 Description: Wi 8 Roof Girder - Updated CODE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Load Resistance Factor Design Fy: Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination ASCE 7-10 D(4.0) L2.050)L(0 890) E(0.) D(4.0) L2.050) L(0.890) 0(0.50) D(4.0) L(2.0) L(0.890) E(0.50) 0(4.0) 2.050 (0.890) E(0.50) 0(4.0) Lr(2.050(0.890) 0(0.50) Sp. 30.0ft W1845 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Loads on all spans... Point Load: D=4.0, Lr = 2.050, L=0.890, E = 0.50 k, Starting at: 0.0 ft and placed every 7.50 ft thereafter DESIGN SUMMARY Maximum Bending Stress Ratio = . 0.532:1 Maximum Shear Stress Ratio = 0.084: 1 Section used for this span WI 8x35 Section used for this span WI 8x35 Mu :Applied 132.608k-ft Vu :Applied 13.419 k Mn * Phi: Allowable 249.375k-ft Vn * Phi: Allowable 159.30 k Load Combination +1.20D+1.60Lr+0.50L+1..60H Load Combination +1.20D+1.60Lr+0.50L+1 .60H Location of maximum on span 15.000ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.322 in Ratio = 1,116 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <240 Max Downward Total Deflection 1.020 in Ratio= 353 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Load Combination Max Stress Ratios Segment Length Span # M V max Mu + Maximum Forces & Stresses for Load Combinations Summary of Moment Values max Mu - Mu Max Mnx Phi*Mnx Cb Rm Summary of Shear Values VuMax Vnx Phi*Vnx +140D+160H Dsgn.L= 30.00 ft 1 0.359 0.057 89.52 89.52 277.08 249.38 1.00 1.00 9.14 159.30 159.30 +120D+050Lr+1 .60L+1.60H Dsgn.L= 30.00 ft 1 0.455 0.072 113.47 113.47 277.08 249.38 1.00 1.00 11.50 159.30 159.30 +1.200+1.60L+0.505+1.60H Dsgn. L = 30.00 ft 1 0.393 0.063 98.09 98.09 277.08 249.38 1.00 1.00 9.97 159.30 159.30 +1200+160Lr+050L+160H Dsgn. L = 30.00 ft 1 0.532 0.084 132.61 132.61 277.08 249.38 1.00 1.00 13.42 159.30 159.30 +120D+16OLr+050W+160H Dsgn.L= 30.00ft 1 0.505 0.080 125.93 125.93 277.08 249.38 1.00 1.00 12.75 159.30 159.30 +1.20D+0.50L+1.60S+160H Dsgn.L= 30.00ft 1 0.334 0.053 83.41 83.41 277.08 249.38 1.00 1.00 8.50 159.30 159.30 +1.20D+1.60S+0.50W+1.60H Dsgn. L = 30.00 ft 1 0.308 0.049 76.73 76.73 277.08 249.38 1.00 1.00 7.83 159.30 159.30 +1200+050Lr+050L+W+160H Dsgn.L= 30.00 ft 1 0.396 0.063 98.78 98.78 277.08 249.38 1.00 1.00 10.04 159.30 159.30 +1200+0.50L+0505+W+160H Dsgn. L = 30.00 ft 1 0.334 0.053 83.41 83.41 277.08 249.38 1.00 1.00 8.50 159.30 159.30 +1.3560.s-0.50L+0.20S+E+1.60H Dsgn. L = 30.00 ft 1 0.405 0.064 100.91 100.91 277.08 249.38 1.00 1.00 10.27 159.30 159.30 +0.90D+W+090H Dsgn.L= 30.00 ft 1 0.231 0.037 57.55 57.55 277.08 249.38 1.00 1.00 5.87 15%Q9 159.30 +0.7436D+E+0.90H [Steel Beam 1-ile = ENERCALC, INC. 1983-2014, Build:6.14.6.15, Ver.6.14.6.15 I Description: W18 Roof Girder - Updated Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V max Mu + max Mu - Mu Max Mnx PhiMnx Gb Rm VuMax Vnx PhiVnx Dsgn.L= 30.00 ft 1 0.221 0.035 55.05 55.05 277.08 249.38 1.00 1.00 5.60 159.30 159.30 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max.'-" Deft Location in Span Load Combination Max. "+" Deft Location in Span +O+0750L+075OLr+0450W+H 1 1.0197 15.150 0.0000 0.000 Vertical Reactions - Unfactored Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 16.038 9.833 Overall MINimum 1.250 0.750 +D+H 10.526 6.526 +D+L+H 12.751 7.861 +D+Lr+H 15.651 9.601 +D+S+H 10.526 6.526 +D+0.750Lr+0.750L+H 16.038 9.833 +D+0750L+07505+H 12.195 7.527 +O+0.60W+H 10.526 6.526 +D+0.70E+H 11.401 7.051 +D+0750L+0750Lr+0450W+H 16.038 9.833 +D+0.750L+0.7505+0.450W+H 12.195 7.527 +D+0.750L+0.7505+0.525E+H 12.851 7.921 +0.600+0.60W+060H 6.316 3.916 +0.600+13.70E+0.60H 7.191 4.441 D Only 10.526 6.526 LrOnly 5.125 3.075 L Only 2.225 1.335 S Only WOnly E Only 1.250 0.750 H Only Bi-10 4L(7city of Carlsbad Print Date: 09/18/2018 Permit No: PREV2018-0147 Job Address: 2525 El Camino Real, 211 Permit Type: BLDG-Permit Revision Work Class: Residential Permit Revisi Status: Closed - Finaled Parcel No: 1563020900 Lot U: Applied: 06/07/2018 Valuation: $0.00 Reference U: Issued: 06/20/2018 Occupancy Group: Construction Type Permit 09/18/2018 Finaled: U Dwelling Units: Bathrooms: Inspector: Bedrooms: Orig. Plan Check U: CBC2018-0194 Final Plan Check U: Inspection: Project Title: Description: THE SHOPPES: NEW EXTERIOR STOREFRONT OPENING Applicant: Owner: RAY LOFTIS R P I CARLSBAD LP 7149 Mission Gorge Rd San Diego, CA 92120-1100 1114 Avenue Of The Americas, Floor 45 619-281-4665 New York, NY 10036-7700 214-660-5232 x215232 FEE AMOUNT BUILDING PLAN CHECK ADMIN FEE $35.00 MANUAL BUILDING PLAN CHECK FEE $112.50 Total Fees: $ 147.50 Total Payments To Date $ 147.50 Balance Due: $0.00 Building Division 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov Original Plan Check Number Project Address SS6oyf zij General Scope of (i2.c F --01 q9- -'_LI Plan Revision Number City @1 Cansbad, PLAN CHECK REVISION OR DEFERRED SUBMITTAL APPLICATION B-15 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca,gov -70 01 CONTACT INFORMATION: Name— PIN LA-1S Phone (P1 //WO3Fax /i'fr ZBIA&)9 Address ioLr D City SPN OtEW Zip 2) zD Email Address KII'6 61S t%/\ Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. I s Elements revised: Kplans 'Calculations LI Soils LI Energy LI Other 2. Describe revisions in detail 3. List page(s) where each revision is shown 51DLEO1T O PRRIV&- Does this revision, in any way, alter the exterior of the project? Yes No Does this revision add ANY new floor area(s)? fl Yes No 8. Does this revision affect any 7e related issues? Yes No Is this a complete set? Yes No f Sgnature ____ Date 635 Faraday Avenue, Carlsbad, CA Ph: 760-602-2719 Fax: 760-602-8558 Email: building@carlsbadca.gov www.carlsbadca.gov EsGil A SAFEbuiLtCompany DATE: 6/15/2018 U APPLICANT U JURIS. JURISDICTION: Carlsbad PLAN CHECK #.: CBC2018-0194.rev SET: I PROJECT ADDRESS: 2525 El Camino Real #211 PROJECT NAME: Beshock Ramen Revision The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. El The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (bk) Email: Mail Telephone Fax In Person REMARKS: PREV2018-0147 By: Jason Pasiut Enclosures: EsGil 6/11/2018 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad CBC2018-0194.rev 6/15/2018 [DO NOT PAY — THIS IS NOT ANINVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK #.: CBC2018-0194.rev PREPARED BY: Jason Pasiut DATE: 6/15/2018 BUILDING ADDRESS: 2525 El Camino Real #211 BUILDING OCCUPANCY: B BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Hourly review Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code #N/A 1997 UBC Building Permit Fee 1997 UBC Plan Check Fee Type of Review: F-1 Repetihve Fee Repeats 17-11 * Based on hourly rate 1 Complete Review El Other [2] Hourly EsGil Fee El Structural Only I Hr.@* $90.00 I $90.00I Comments: Sheet 1 of 1 adaptive re-use engineering 3112 Leatha Way Sacramento, CA 95821 Phone: 214-407-3184 craigmhorner@yahoo.com Craig M. Homer, CE84674 STRUCTURAL CALCULATIONS FOR Shops at Carlsbad Space 211 Windows Carlsbad, CA June 04 PREV20I8-0147 2525 EL CAMINO REAL #211 JOB #1 THE SHOPPES NEW EXTERIOR STOREFRONT OPENING C I v I I E n g 1563020900 CBC2018-0194 6/712018 PREV20I 8-0147 Design Criteria - 2016 CBC Job Information ARE Job No Space 211 Windows 18075 References 1) California Building Code [CBC 1609] 2)AAMA TIR-All 3) AISC 360 Wind Loading Wind Speed, V = 110 mph Exposure = B Structure Height, h = 21.0' +1- (for design) Components & Cladding - Analytical Procedure (ASCE 7, 30.4.2) Design pressure, p = q, [(GC) - (GC)] (ASCE 7, Eqn. 30.4-1) Where velocity pressure, qh = 0.00256 K2 K2 Kd V2 (ASCE 7, Eqn. 30.3-1) K2 = 0.70 (ASCE 7, Table 30.3-1) K2 = 1.0 (ASCE 7, 26.8.2) Kd 0.85 (ASCE 7, Table 26.6-1) VASD = V1 * sqrt(0.6) = 85 mph (CBC 2016, Eqn. 16-33) Velocity pressure, qh = 11.06 psf Design pressure, p = q [(GC) - (GCJ] Where, Gc = 0.18 (ASCE 7, Table 26.11-1) Gc value GC 10= 1.4 GC 100 = 1.05 (ASCE 7, Figure 30.4-1) GC 20 = 1.3 GC 200 = 0.98 (Worst Case : Zone 5) GC 50 = 1.18 Trib. Area AT Net Pressure, Pnet 10 sq.ft PnetlO = 17.47 psf 20 sq.ft Pnet20 = 16.37 psf 50 sq.ft Pnetso = 15.04 psf 100 sq.ft Pnet100 = 13.60 psf 200 sq.ft Pnet200 = 12.83 psf Use 20 psf everywhere for connection design - Conservative Mullion Check Job Information ARE Job No Space 211 Windows 18075 References California Building Code [CBC 1609] AA MA TIR-All 3)A!5C360 Detail Mark Loading Information Span 20.000 ft Trib 3.280 ft. Area 65.60 ft Pressure 14.59 psf Load 1 47.861 plf Moment 2.39 k-ft 6 1 ______ 2 W6.00 W6.01 W6.01 Section Properties Mullion OPG 1910 I 8.381 in S 2.516 in Fy 25 ksi E 10100 ksi El 84648.1 k-in2 Moment Distribution %EI Mull 100% El Total 84648.1 k-in2 Sreq Mull 1.91 in < S Mull M Mull 2.39 k-ft J 2.52lin Pass Deflection Check where L I ' = 1.25 > 240 AToral H 0.59in pass REF OPG191O 22 21 20 19 18 17 06 A 15 B 14 C 13 D 17 E 11 10 3 4 5 6 7 8 MULLION SPACING IN FEET = 6.400 IN S=2.4101N 3 F—Ui LLJ Lli H- Ui Ui U- H- (9 Ui z 0 —J -J 20 59 08 17 lv 15 14 13 17 so 10 23 22 21 20 19 is 57 16 an 14 59 12 Os so A B C D E I =14.149 IN' Windload Charts 1 1500 (OPGI900) Series a rTIc1 ci i a A = 16 P.S.F. (720 Pa) Description: 2 1/4 X 7' With 1/4 - 1 1/8" Glass B = 20 P.S.F. (720 Pa) Function: Curtain Wall C = 25 P.S.F. (720 Pa) Detail: Design Criteria D = 30 P.S.F. (720 Pa) E = 40 P.S.F. (720 Pa) Scale: N.T.S. SHEET 1 OF 4 I =8381 IN 20 Sr 2.516 IN 19 10 17 F— LU w 16 LL_ 15 54 I— 13 (9 w 12 B 11 C 0 10 0 —J -J 75 E 3 4 5 6 7 8 MULLION SPACING IN FEET Mullions are assumed to be single span, simple beam elements, uniformly loaded and adequately braced to prevent lateral-torsional buckling. All other complex design conditions shall be reviewed by Arcadia or a design professional. Aluminum extrusions shall be 6063-16 alloy. Allowable stresses to be derived per Table 2-21 of Aluminum Design Manual, 2010. Deflection limitation of mullions shall be in accordance with MMA TIR-Al I of UI75 for spans up to 13-6 and L/240 + 114 for all others whew L is equal to the span of mullion. A design professional shall be consulted to confirm that no lite of gloss deflects more than H1175 or 3I4, whichever is less, where H indicates the height of glass. For mullions containing steel reinforcement,the reinforcement is assumed to be installed for the full length of the mullion. A design professional shall be consulted for instances where steel reinforcement is installed for a partial length of the mullion span. Windload pressure determinations shall be per the 2009 IBC and ASCE 7-05 and according to local governing codes. A professional engineer shall be consulted for the most current laws and local building codes. Selection of perimeter fasteners and attachment of glazing system to building structure are project specific and therefore shall be reviewed and determined by a design professional. Arcadia assumes no responsibility for selecting the appropriate systems for specific projects. = 17.852 IN' OPG1910 WITH STEEL REINFORCEMENT 17/8" X4 5/8" X 10 GA. 3 4 5 8 7 0 3 4 5 6 7 I MULLION SPACING IN FEET OPG1920 MULLION SPACING IN FEET OPG1920 WITH STEEL REINFORCEMENT Consult Your Local Arcadia Representative For Special Applications Not Covered By These Curves. 17/8" X4 1/4" X 10 GA. FRAM ING-ARCADIA-OPG 1900-WINDLOAD .pdf As of: 01/16/13 Co,irJ Al'-r,° Al <IL \J1vw-- ZOf'I Z)/'Z ic .5'u"- All \Ji/n 4z•1-- 00 f;~5-e cJ 47&Vv'- Co)- '/q-2o• Vtt( 4 c 4•( ipji'1 614k4i. 6W A) 6t'rr \JVL-x-- iw1/4 Ak i. 2 '173 ( lt"k2'/Z 1 444 Ru-2-. c, 1AZ4fr114: d1AM ~~ O&A `0 OLL ESR-3332 I Most Widely Accepted and Trusted Page 4 of 6 TABLE 3-SHEAR (BEARING) CAPACITY OF SCREW CONNECTIONS, pounds-force1'2'3'4'6 SCREW TYPE SCREW DESIGNATION NOMINAL AMETER DESIGN THICKNESS (in.)6 0.048-0.048 1 0.048-0.075 1 0.060-0.060 0.075-0.075 l,..3,.. 3lj6o,,1/4 1'/4"-0 .105" ALLOWABLE STRENGTH (ASD) 1 #10-16 0.190 289 289 404 - - - - 2 #10-16 0.190 369 395 453 - - - - 3,4 #12-14 0.216 356 573 513 497 -. - - 6 /14 0.250 377 626 520 661 638 - - 7,8 '/4L20 0.250 38678 52678 533 6708 5959 6249 5548 11 116-18 0.313 408 622 561 891 - - - 12 l,-24 0.313 - - - - 1347 984 887 DESIGN STRENGTH (LRFD) 1 #10-16 0.190 433 433 605 - - - - 2 #10-16 0.190 590 631 724 . - - - - 3,4 #12-14 0.216 569 917 820 795 - - - 6 /14 0.250 603 1001 833 1058 1021 7,8 /4-20 0.250 6177,8 842' 8528 10728 952 9999 886 11 /,-18 0.313 653 996 897 1425 - - - 12 /16-24 0.313 - - - - 2155 1575 1419 t-or SI: 1 Inch =25.4 mm, 1 lbf = 4.4 N, 1 ksi = 6.89 Mpa. 'Available strengths are based on laboratory tests, with safety factors/resistance factors calculated In accordance with AISI S1 00. 2For shear connections, the lower of the available fastener shear strength and the available shear (bearing) capacity must be used for design. 3Values are based on steel members with a minimum yield strength of F. = 33 ksl and a minimum tensile strength of F, = 45 ksl. 4Available capacity for other member thickness may be determined by interpolating within the table. 5Unless otherwise noted, when both steel sheets have a minimum specified tensile strength F. k 58 ksi, multiply tabulated values by 1.29 and when both steel sheets have a minimum tensile strength F, k 65 ksi steel, multiply tabulated values by 1.44. 8The first number is the thickness of the steel sheet in in contact with the screw head (top sheet).. The second number is the thickness of the steel sheet not In contact with the screw head (bottom sheet). 7VVherI both steel sheets have a minimum specified tensile strength of F. ~t 55 ksl (e.g. ASTM A653 SS Grade 40), multiply tabulated values by 1.22. 'When both steel sheets have a minimum specified tensile strength of F, a 52 ksl (e.g. ASTM A653 SS Grade 37), multiply tabulated values by 1.15. 'When both steel sheets have a minimum specified tensile strength of F. 2: 58 ksi (e.g. ASTM A36), multiply tabulated values by 1.29. TABLE 4-TENSILE PULL-OVER CAPACITY OF SCREW CONNECTIONS, pounds-force' .1.4,5.8 SCREW TYPE SCREW DESIGNATION NOMINAL METER DIA (in.) MINIMUM EFFECTIVE DIAMETER DESIGN THICKNESS OF MEMBER IN CONTACT WITH SCREW HEAD . (in.) 0.048 0.060 0.075 (In.) 0.105 /8 /ie" 6/is• ALLOWABLE STRENGTH_(ASD) 1 #10-16 0.190 0.357 386 4812 4812 4812 4812 - - - 2 #10-16 0.190 0.384 415 4812 . 4812 4812 4812 - - 3,4 #12-14 0.216 0.398 430 537 672 7342 7342 7342 - - 5 #12-24 0.216 0.398 430 537 672 7342 7342 7342 7342 7342 6 /4-14 0.250 0.480 518 648 810 11262 11262 11262 - - 7,8 '/4-20 0.250 0.480 - 648 810 11262 11262 11262 11262 11262 11 I,-18 0.313 n/a2 - - - 11692 11692 - - - 12 5/16-24 0.313 n/a2 - - - 13262 13262 13262 13262 13262 DESIGN _STRENGTH _(LRFD) _ ______ 1 #10-16 0.190 0.357 578 723 7812 7812 7812 - - - 2 #10-16 0.190 0.384 622 778 7812 7812 7812 - - - 3,4 #12-14 0.216 0.398 645 806 1007 11922 11922 11922 - - 5 #12-24 0.216 0.398 645 806 1007 11922 11922 11922 11922 11922 6 /4-14 0.250 0.480 778 972 1215 1701 18302 18302 - 7,8 /4-20 0.250 0.480 - 972 1215. 1701 18302 18302 18302 18302 11 /ia-18 0.313 n/a2 18712 12 - 18712 8/24 0.313 n/a2 44L - 21212 21212 21212 21212 21212 1-or SI: inch = 25.4 mm, 1 IbI = 4.4 N, 1 ksi = 6.89 Mpa. 'Available strengths are based on calculations in accordance with AISI SIOO, unless otherwise noted. 'Available strengths are based on laboratory tests, with safety factors/resistance factors calculated in accordance with AISI SIOO, or on the shear strength of the integral washer. Increasing values for higher steel tensile strength per Note 6 is not allowed, 3For tension connections, the lowest of the available pull-out, pull-over, and fastener tension strength must be used for design. 4Values are based on steel members with a minimum yield strength of F. = 33 ksl and a minimum tensile strength of F. = 45 ksi. 'Available capacity for other member thickness may be determined by Interpolating within the table. 'For steel with a minimum tensile strength F. 58 ksi, multiply tabulated values by 1.29 and for steel with a minimum tensile strength F, 65 ksi steel, multiply tabulated values by 1.44. C1318 APPENDIX D -ANCHORING TO CONCRETE Version 1 0 8 (jBasic Design Parameters: (SEC 0.3-0.4) Loads: (Per Applicable Loads Combinations in Sect. 9.2; load applications that are predominantly high cycle fatigue or impact loads are not covered.) N. k Ultimate Factored Tensile Load (kips) Vu .0.28 . k Ultimate Factored Shear Load (kips) it1lV1 0 Factor Conditions: Ductile Steel Element 3/8 HUS anchor ICC-3027 Potential Failure Surfaces crossed by supplementary reinforcement proportioned to tie prism into the structural member? Post-Installed ' Anchor Type ___________ Category 1: LOW sensitivity to instalation and HIGH reliability Cateory1 • Category 2: MEDIUM sensitivity to iristalation and MEDIUM reliability Category 3: HIGH sensitivity to instatation and LOW reliability No : .1. Anchor located in a region of concrete member where analysis indicates no cracking at service load levels? (YES = No Cracking Anticipated) NórmRveight • Concrete Type (,steeI strength of anchor in tension: (SEC 0.5.1) Nsa = flAsefuta Ase = in uta 120 3ks1 fy = 106 ' ksi Number of Anchors in Group c0 Effective Cress Sectional Area of Anchor Specified Tensile strength of anchor steel Specified Yield strength of anchor steel N5 = 10.32 k 4Ns =1 7.74 k > Nu 0.00 Jk . OK ® Concrete Breakout strength of anchor in tension: (SEC 0.5.2) Ncb = 'nc "ed,NI'c,N'Pcp,NNb Single Anchor Ica NCb9 = Group of Anchors 0 0 A 0 b*eet = Anc in 2 Projected concrete failure area of anchor or group of anchors. See RD.6.2. 1(b) het = 2 50 in Effective anchor embedment depth Csmin = 0 in The smallest edge distance Camax = 10 in The largest edge distance 3000 psi e = C in Eccentricity of Normal Force on a group of anchor. See Commentary Figure 2 Edges = . 0- . . Number of Edges surrounding anchor or group of anchors. See Figure 3 Commentary A 0 = 9het2 Projected area of the failure surface of a single anchor remote from edges for c of 1.5hef or greater Yec,N = 1 < 1 Modification factor for eccentrically loaded anchor groups ( 1+ ..)l el 'ed,N = 1 if C,,,,,, > 1.5h,,, Modification factor for edge effects = 0.7 + 0.3 c,,,,, ifC,,,,, < 1.5/i,,, Modification factor for edge effects 1.5 het = 1.00 for anchor in cracked section - Nb - 1/2 3/2 k 'c het Basic concrete breakout strength k = 17 for post-installed anchors - Nb - 1/2 5/3 1 6f'.. het Alternative concrete breakout strength for I lin < net < 25mn. A 0, = 56.3 2 in O=Fo = 1.00 ed,N = 1.00 = 1.00 Nb= 3.68 k Ncb = 3.66 k ONO = 2.38 k > N = O.Ook (Pullout strength of anchor intension: (SEC D.5.3) Npn = 'f'0 N —77 Beating area of the headed stud(s) or anchor bolt(s) Abh =F 0.7 See Table I Commentary N = AbrgSf'c The pullout strength in tension of a single headed stud or bolt (D. 15) N = 0.9f'CehdO The pullout strength in tension of a single hooked bolt (D-16) Tc,P = 100 0.65 N =16.8 ^ = 10.92 k > N =1 0.00 1k ®Concrete Side-Face Blowout strength of Headed anchor in tension: Single Anchor: NSb = 160CAbrg112f'c112 - C = Ca = 3.0: in Ca2 10 ,.. .: in Factor = 1.000 N5b = 22.00 k = 14.30 k Multiple Anchors: Nsbg = (1 + S/60a1)Nsb S0 in L . Nsbg L 22.00 k 4Nsbg =1 14.30 k (SEC D.5.4) Distance from center of anchor shaft to the edge of concrete Distance from center of anchor shaft to the edge of concrete in direction orthogonal to C = C See Commentary Figure I. C2>3*C =FO > Nu1 0.00 1k • OK Spacing of the outer anchors along the edge in the group. > N 0.00 k -- - NIA VCb = Av 'T!ec,v'Ped,VPc,vVb A 0 24 Jin2 Cal* e'= .,o 1= '1.90 'un d0 = ,o..)e in h =1 6 -Iin Enter Case: I Qase2 SteeI strength of anchor in shear: (SEC D.61) Vs = nAsefuta Vs = MnA~efw. V5 = 0.6flAf uta Ase=j .: 'oo9. 1sq. in fut=I 120 1ksi Vsr 6.192 k 4.02 k > For cast-in headed stud anchors (Dl 9) For cast-in headed bolt & hooked bolt anchors (D20) For post-installed anchors (D20) Effective cross-sectional area of expansion or undercut anchor sleeve, if sleeve is within shear plane. Specified tensile strength of anchor sleeve. Vu =0.28 Jk 4=E_0 93 Concrete Breakout strength of anchor in shear: (SEC D.6.2) VCb = Avc 'ed,v',vV Single Anchor (D-21) pkd Group of Anchors (D-22) Projected concrete failure area on an anchor or group of anchors. See Figure 4 Commenta,y Distance from center of anchor shaft to the edge of concrete in one direction. See Commentary Eccentricity of shear force on a group of anchors. See Figure 5 Commentary Load bearing length of anchor for shear. See Table 2 Commentary. Outside diameter of anchor or shaft diameter of headed stud, headed bolt, or hooked bolt. Thickness of member in which an anchor is anchored, parallel to anchor axis. Case 1: No supplementary reinforcement or edge reinforcement smaller than a No. 4 bar. Case 2: Supplementary reinforcement of a No. 4 bar or greater between the anchor and the edge. Case 3: Supplementary reinforcement of a No. 4 bar or greater betwwen the anchor and the edge, and with the supplementary reinforcement enclosed withing stirrups spaced at not more than 4 in. Vb = 7(1/d 0)0.2 1/2, 1/2,-, 1.5 U0 C '-'al See commentary 'C,v= 1.2 ec,V 1.00 Ted,V = 1.00 qjc,v = 1.20 A 0 = 72.00 sqin Vb= 2.60 k VCb= 1.04 k 4VCb = 0.73 k > Anchor in cracked seciton Case 2 Vu=_0.281k 4=I 0.7 4X1 Continued Tec,V 1 1+ 3c1 ed,V = 1.0 0.7+0.3_ 1.5 c01 Modification factor for eccentrically loaded anchor groups if C 2 1.5 C Modification factor for edge effects if C 2 < 1.5 C,j Modification factor for edge effects Concrete Pryout strength of anchor in shear: (SEC 0.6.3) V.P = kCpNCb 1 for hef< 2.5 K,p = 2 for hef> 2.5 Vcp= 7.33 k Ncb =1 3.66 5.13 k > Vu =1 0.28 1k s- RZ (Jinteraction of tensile and shear forces: (SEC 0.7) if Vua < 0.2tjVn s------------ -----. 4N> NUA • ifNua<0.24Nn s-- ----. 4V>V 5 ..... if Nua > 0.2Nn & Vua > 0.24Vn NUA VUA - 1.2•........................ .... ..... N/A 2 ICC-ES Evaluation Report ESR-3027 www.icces.orq I (800) 423-6587 I (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 0300 00—CONCRETE Section: 03 16 00—Concrete Anchors DIVISION: 05 00 00—METALS Section; 0505 19—Post-Installed Concrete Anchors REPORT HOLDER: HILTI, INC. 7250 DALLAS PARKWAY, SUITE 1000 PLANO, TEXAS 75024 (800) 879-8000 www.us.hiiti.com HiltiTechEnqus.hiItLcom EVALUATION SUBJECT; HILT[ KWIK HUS-EZ (KH-EZ) AND KWIK HUS-EZ I (KH-EZ I) CARBON STEEL SCREW ANCHORS FOR USE IN CRACKED AND UNCRACKED CONCRETE 1.0 EVALUATION SCOPE Compliance with the following codes: 2015, 2012, 2009, and 2006 International Building Codea (IBC) 2015, 2012, 2009, and 2006 International Residential Code' (IRC) 2013 Abu Dhabi International Building Code (ADIBC)t tThe AMC is based On the 2000 IBC. 2009 IOC code sectiors refeenced in this report are the same sections in the ADIBC. Property evaluated: Structural 2.0 USES The Hilti KWIK HUS-EZ (KH-EZ) screw anchors are used to resist static, wind and seismic tension and shear loads in cracked and uncracked normal-weight and lightweight concrete having a specified strength, f's, of 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa); and cracked and uncracked normal-weight or sand-lightweight concrete over steel deck having a minimum specified compressive strength, f'0, of 3,000 psi (20.7 MPa) [minimum of 24 MPa is required under ADIBC Appendix L, Section 5.1,1]. The KWIK HUS-EZ I (KH-EZ I) screw anchors are used to resist static, wind and seismic tension and shear loads only in cracked and uncracked normal-weight and lightweight concrete having a specified strength, f'0, of 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa); and cracked and uncracked normal-weight or sand-lightweight concrete over steel deck having a minimum specified compressive strength, f, of 3,000 psi (20.7 MPa) [minimum of 24 MPa is required under ADIBC Appendix L, Section 5.1.1]. The Hilti KWIK HUS-EZ (KH-EZ) and KWIK HUS-EZ I (KH-EZ I) screw anchors are an alternative to anchors described in Section 1901.3 of the 2015 IBC, Sections 1908 and 1909 of the 2012 IBC, Sections 1911 and 1912 of the 2009 and 2006 IBC. The anchors may also be used where an engineered design is submitted in accordance with Section R301.1.3 of the IRC. 3.0 DESCRIPTION 3.1 KWIK HUS-EZ (KH-EZ): Hilti KWIK HUS-EZ (KH-EZ) anchors are comprised of a body with hex washer head. The anchor is manufactured from carbon steel and is heat-treated. It has a minimum 0.0003-inch-thick (8 pm) zinc coating in accordance with DIN EN ISO 4042. The anchoring system is available in a variety of lengths with nominal diameters of 1/4 inch, /8 inch, 1/2 inch, inch and 3/4 inch. A typical KWIK HUS-EZ (KH-EZ) is illustrated in Figure 2. The hex head is larger than the diameter of the anchor -and is formed with serrations on the underside. The anchor body is formed with threads running most of the length of the anchor body. The anchor is installed in a predrilled hole with a powered impact wrench or torque wrench. The anchor threads cut into the concrete on the sides of the hole and interlock with the base material during installation. 3.2 KWIK HUS-EZ I (KH-EZ I): The KWIK HUS-EZ I (KH-EZ I) anchors are comprised of a body with a long internally threaded (1/4 inch or 318 inch internal thread) hex washer head. The anchor is manufactured from carbon steel and is heat-treated. It has a minimum 0.0003-inch-thick (8 pm) zinc coating in accordance with DIN EN ISO 4042. The anchoring system is available in two lengths and a nominal diameter of 1/4 inch. A typical KWIK HUS-EZ I (KH-EZ I) is illustrated in Figure 3. The over-sized hex head is larger than the diameter of the anchor and is formed with serrations on the underside. The anchor body is formed with threads running most of the length of the anchor body. The anchor is installed in a predrilled hole with a powered impact wrench or torque wrench directly to the supporting member surface. The anchor threads cut into the concrete on the sides of the hole and interlock with the base material during installation. ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not spa cf/lcally addressed, nor are they to be construed as an endorsement aft/ia subject of the report era recommsndation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as to any finding or other matter in this report, or as to a,,yproduct covered by the report. Copyright © 2016 ICC Evaluation Service, I.I.C. All rights reserved.