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1923 CALLE BARCELONA; 136; CB081500; Permit
09-12-2008 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Commercial/Industrial Permit Permit No Building Inspection Request Line (760) 602-2725 CB081500 Job Address Permit Type Parcel No Valuation Occupancy Group Project Title Applicant ROB PHELPS 602-418-7839 1923 CALLE BARCELONA CBADSt 136 Tl Sub Type 2550120400 Lot* $10,00000 Construction Type Reference # LULULEMON STOCKROOM SHELVING COMM 0 5B Status ISSUED Applied 08/04/2008 Entered By JMA Plan Approved 09/12/2008 Issued 09/12/2008 Inspect Area Plan Check* Owner BORDERS INC <LF> FOURTH QUARTER PROPERTIES XXX L C/0 DELOITTE TAX LLP PO BOX 131071 CARLSBAD CA 92013 Building Permit Add'l Building Permit Fee Plan Check Add'l Plan Check Fee Plan Check Discount Strong Motion Fee Park Fee LFM Fee Bridge Fee BTD #2 Fee BTD #3 Fee Renewal Fee Add'l Renewal Fee Other Building Fee Pot Water Con Fee Meter Size Add'l Pot Water Con Fee Reel Water Con Fee $10875 Meter Size $0 00 Add'l Reel Water Con Fee $70 69 Meter Fee $0 00 SDCWA Fee $0 00 CFD Payoff Fee $210 PFF (3105540) $0 00 PFF (4305540) $000 License Tax (3104193) $000 License Tax (4304193) $000 Traffic Impact Fee (3105541) $000 Traffic Impact Fee (4305fc41) $0 00 PLUMBING TOTAL $0 00 ELECTRICAL TOTAL $0 00 MECHANICAL TOTAL $0 00 Master Drainage Fee Sewer Fee $0 00 Redev Parking Fee $0 00 Additional Fees HMP Fee TOTAL PERMIT FEES $000 $000 $000 $000 $000 $000 $000 $000 $000 $000 $000 $000 $000 $000 $000 $000 $000 77 $181 54 Total Fees $181 54 Total Payments To Date $181 54 Balance Due $000 BUDDING PLANS V/ IN STORAGE ATTACHED Inspector FINAL APPROVA Date L Cleat ance NOTICE Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions" You have 90 days from the date this permit was issued to protest imposition of these fen -/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 requirec hformation 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 nght to protest the specified fees/exactions DOES NOT APPLY to water snd 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 limitations pas previously otherwise expired City of Carlsbad 1635 Faraday Ave , Carlsbad, CA 92008 760-602-2717 / 2718 / 2719 Fax 760-602-8558 www carlsbadca gov Building Permit Application Plan Check No. Est. Value Plan Ck. Deposit (fc \ _ Date JOB ADDRESS 1 SUITE#/SPACE#/UNIT# CT/PROJECT tt LOT tt I PHASE tt tt OF UNITS tt BEDROOMS tt BATHROOMS TENANT BUSINESS NAME CONSTR TYPE DESCRIPTION OF WORK Include Square Feet of Affected Area(s) r PROPERTY OWNER NAME CONTRACTOR BUS NAM ..^UlPfeg-S. ADDRESS CITY STATE ZIP PHONE FAX EMAIL EMAIL ARCH/DESIGNER NAME & ADDRESS STATE LIC #iSTATEUC*« - (Sec. 70315 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 islicensed 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 ofSection J631S by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars {$500}) Workers' Compensation Declaration / hereby affirm under penalty of perjury one of the following declarations I hs je art! will ma.ntam a certificate of consent to self insure for workers compensation as provided Ay Section 3700 of the Labor Code, for the performance of the work tor which this permit is issued I have and will maintain workers'compensation as required by Section 3700 of the Labor Code for the performance ofrtte wste far wfkjflhis permit is issued My workers compensation insurancssarfier and policy number are Insurance <^WWjC1&/(WO$. Policy No ^OdT^l WO^3 Expiration Date Tte section need not be completed if Ihepermit is for one hum Certificate of Exemption I certif/triatiri^he performanc aliforma WARNING Failure to sure ddrtion to the cost of compensation\dan ' CONTRACTOR SIGNATURE s' compel a s provide allars ($100) or less of thelwork 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 Jcoverage^unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (&100.000), in i Section 3f70B of the Uabor codfo interest and attorney's fees DATE 67 ~ t affirm that I am exempt from Contractor's License Law for the following reason O I, as owner of the property or my employees with wages as their sole compensation will do (he work and trie structure is not intended or offered for sale (Sec 7044 Business and Professions Code The Contractor s License Law does not apply to an owner of property who builds or improves thereon and who does such work himself or through his own employees provided that such improvements are not intended or offered for sale If however, the building or improvement is sold within one year of completion the owner builder will have the burden of proving that he did not build or improve for the purpose of sale) O I as owner of the property am exclusively contracting with licensed contractors to construct the project (Sec 7044 Business and Professions Code The Contractor s License Law does not apply to an owner of property who builds or improves thereon and contracts for such projects with contractor(s) licensed pursuant to the Contractor s License Law) a I am exempt under Section Business and Professions Code for this reason 1 I personally plan to provide the major labor and materials for construction of the proposed property improvement O Yes D No 2 I (have I have not) signed an application for a building permit for the proposed work 3 I have contracted with the following person (firm) to provide the proposed construction (include name address / phone / contractors' license number) 4 I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone / contractors' license number) 5 I will provide some of the work but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone / type of work) ^PROPERTY OWNER SIGNATURE DATE 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' a Yes D No Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district' O Yes D No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site' O Yes D No IF ANY OF THE ANSWERS ARE YES, / 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 certify that I have read the application and state that the above information is correct and that the information on the plans is accurate I agree to comply with all City ordinances and State laws relating to building construction I hereby authorize representative of the City of Carlsbad to enter upon the above mentioned property for inspection purposes I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES JUDGMENTS COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT OSHA An OSHA permit is required for excavatoons over 5 0 deep and demolition or construction of structures over 3 stones in height EXPIRATION Every permit issued by the BuiWing 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 wittim 180 days from the date of such permit or ifme\iilding or wcrkauthonzed by such permit is suspended or abandoned at any tme after the work is commenced for a penod of 180 days (Section 106 4 4 Uniform Building Code) ^APPLICANT'S SIGNATURE (fW?. ASl,l DATE City of Carlsbad Final Building Inspection Dept Building Engineering Planning CMWD St Lite Fire Plan Check # Date 03/04/2009 Permit* CB081500 Permit Type Tl Project Name LULULEMON STOCKROOM SHELVING Sub Type COMM Address 1923 CALLE BARCELONA #136 Contact Person Phone Sewer Dist LC Water Dist O Lot 0 Inspected /^--j Inspected Bv Inspected Bv Comments Date / 1 Inspected ^[^It 1 1 Date Inspected Date Inspected ^Y Approved ^ Approved Approved Disapproved Disapproved Disapproved Inspection List Permit* CB081500 Type Tl COMM LULULEMON STOCKROOM SHELVING Date Inspection Jtem Inspector Act Comments 06/03/2009 14 Frame/Steel/Boltmg/Weldm PY AP 06/03/200919 Final Structural PY AP 05/27/200919 Final Structural - Rl CAN YOU FINAL? FIRE APPD UP AND RUNNIN 05/27/200919 Final Structural PY NR TO CODE ENFORCEMENT Thursday, June 04, 2009 Page 1 of 1 UNSCHEDULED BUILDING INSPECTION DATE k> 1 "£> —/_!T INSPECTOR it) >ERMIT# ^ Q- ^^ PLAN CHECK# OB ADDRESS 1RZS C.^ I |«g, DESCRIPTION :ODE DESCRIPTION ACT COMMENTS EsGil Corporation In Partnership with government for <BmCd~ing Safety DATE 9/10/08 O_APPLICANT JURIS JURISDICTION City of Carlsbad ^CTPCANREVIEWER a FILE PLAN CHECK NO 081500 SET II PROJECT ADDRESS 1923 Calle Barcelona PROJECT NAME Storage Racks for Lululemon Athletica The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes XI The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck The check list transmitted herewith is for your information The plans are being held at Esgil 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 XI 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 ) Fax # Mail Telephone Fax In Person XI REMARKS 1 Fire Department approval is required 2 City to field verify that the path of travel from the handicapped parking space to the rack area and the bathrooms serving the rack area comply with all the current disabled access requirements By David Yao Enclosures Esgil Corporation D GA D MB D EJ D PC 9/4 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858)560-1468 * Fax (858) 560-1576 EsGil Corporation In Partnership with government for (BuiCtfing Safety DATE 8/14/08 OAEPJJCANT" JURISDICTION City of Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO 081500 SET I PROJECT ADDRESS 1923 Calle Barcelona PROJECT NAME Storage Racks for Lululemon Athletica 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 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 XI 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 Rob Phelps 1050 Grand Ave #21 1 Carlsbad, CA92008 Esgil Corporation staff did not advise the applicant that the plan check has been completed XJ Esgil Corporation staff did advise the applicant that the plan check has been completed • Person contacted Rob Phelps Telephone # 602-418-7839 Date contacted V^y <? ^(bw4^J Fax # £ 13 - $2 f- 7 f Z- ( Mail Telephone ^x^Faxy^In Person REMARKS By David Yao Enclosures Esgil Corporation D GA D MB D EJ D PC 8/7 9320 Chesapeake Drive, Suite 208 +• San Diego, California 92123 * (858)560-1468 * Fax (858) 560-1576 ,,City of Carlsbad O81500 8/14/O8 GENERAL PLAN CORRECTION LIST JURISDICTION City of Carlsbad PROJECT ADDRESS 1923 Calle Barcelona DATE PLAN RECEIVED BY ESGIL CORPORATION 8/7 REVIEWED BY David Yao PLAN CHECK NO 0815OO DATE REVIEW COMPLETED 8/14/08 FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access This plan review is based on regulations enforced by the Building Department You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments The following items listed need clarification, modification or change All items must be satisfied before the plans will be in conformance with the cited codes and regulations The approval of the plans does not permit the violation of any state, county or city law • To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans • Please indicate here if any changes have been made to the plans that are not a result of corrections from this list If there are other changes, please briefly describe them and where they are located on the plans Have changes been made not resulting from this list? Yes a No City 9f Carlsbad 08150O 8/14/O8 Please make all corrections, as requested in the correction list Submit three new complete sets of plans for commercial/industrial projects (two 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 one 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 1 Provide a statement on the Title Sheet of the plans that this project shall comply with Title 24 and 2007 CBC 2 The tenant space and new and/or existing facilities serving the remodeled area must be accessible to and functional for the physically disabled Show a path of travel from the handicapped parking space to the rack area and the bathrooms serving the rack area comply with all the current disabled access requirements (all notes and details) Title 24, Part 2 3 Indicate the clearance from the new racks to the existing building walls and building columns 4 Note on the plans that the rack design loads will be posted per Section 1 4 2 of RMI (Rack manufacture Institute) Specification 5 Provide a note on the plans indicating if any hazardous materials will be stored and/or used within the building which exceed the quantities listed in IBC Tables 307 7(1) and 307 7(2) 6 Obtain Fire Department approval 7 The seismic force formula shown on page 1 of the calculation reference to ASCE7 section 9629 Please clarify (ASCE7-05 did not show section 9629?) 8 Does the seismic design follow section 15 5 3 of ASCE 7 per section 2208 of CBC 2007? Or RMI (Cs=2 5 Ca/R) with changes in section 15 5 3(Ca= 4 SDs)? Please clarify 9 It appears to the rack will be anchored to the walls, provide calculations and or explanation to show the walls are adequate to resist the rack lateral loads See RMI 1 410 City of Carlsbad O81500 8/14/08 10 Special inspection for seismic resistance shall be noted on the plans for the following conditions in accordance with 2007 CBC Section 1707 6 Periodic special inspection is required during the anchorage of storage racks 8 feet or greater in height in structural assigned to Seismic Design Category D. E. and F 9 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 END City of Carlsbad O815OO 8/14/08 VALUATION AND PLAN CHECK FEE JURISDICTION City of Carlsbad PLAN CHECK NO O8150O PREPARED BY David Yao DATE 8/14/O8 BUILDING ADDRESS 1923 Calle Barcelona BUILDING OCCUPANCY TYPE OF CONSTRUCTION BUILDING PORTION storage racks Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA (Sq Ft) cb Bldg Permit Fee by Ordinance •v Valuation Multiplier By Ordinance Reg Mod per city VALUE ($) 10,000 i 10,000 $108 75 Plan Check Fee by Ordinance Type of Review \2 Repetitive Fee^n Repeats Complete Review D Other .—i Hourly Structural Only Hour Esgil Plan Review Fee $7069 $6090 Comments Sheet 1 of 1 macvalue doc PLANNING/ENGINEERING APPROVALS PERMIT NUMBER CB081500 DATE 8/4/08 ADDRESS 1923 CALLE BARCELONA #136 RESIDENTIAL ADDITION- MINOR (<17,000.00) RETAINING WALL VILLAGE FAIRE POOL/SPA TENANT IMPROVEMENT COMPLETE OFFICE BUILDING OTHER PLANNER 6INA RUIZ ENGINEER DATE 8/4/08 DATE tftfoft ii \.unii\\Hii :\ n u/i'i \\\i\i,/i.\i,iM i HIM, AITIIIIVAI.S Carlsbad Fire Department Plan Review Requirements Category TI, COMM Date of Report 08-13-2008 Reviewed by Name ROB PHELPS Address Permit # CB081500 Job Name LULULEMON STOCKROOM SHELVING Job Address 1923 CALLE BARCELONA CBAD St 136 ^submitted for review is incomplete At this time, this office cannot adequately conduct a review to determine compliance with the applicable codes and/or standards Please review carefully all comments attached Please resubmit the necessary plans and/or specifications, with changes "clouded", to this office for review and approval Conditions: Cond CON0002973 [MET] THIS PROJECT HAS BEEN REVIEWED AND APPROVED FOR THE PURPOSES OF ISSUANCE OF BUILDING PERMIT THIS APPROVAL IS SUBJECT TO FIELD INSPECTION AND REQUIRED TEST, NOTATIONS HEREON, CONDITIONS IN CORRESPONDENCE AND CONFORMANCE WITH ALL APPLICABLE REGULATIONS THIS APPROVAL SHALL NOT BE HELD TO PERMIT OR APPROVE THE VIOLATION OF ANY LAW Entry 08/13/2008 By gr Action AP (ris IlllllllS' STRUCTURAL ENGINEERING August 25, 2008 City of Carlsbad Department of Building and Safety RE: "Structural" plan check corrections for: E-Z-Rect Manufacturing storage racks for: Lululemon Athletica - Carlsbad, Ca. The following is a list of responses to the above referenced plan check for "STRUCTURAL ITEMS 7,8, & 9 ONLY" All other items are the responsibility of others 7 Please refer to the revised calculations cover sheet for seismic calculations per 2007 C B C, 2006 I B C and ASCE 7-05 Seismic design category is 'D' and as a result Fa=1 0 per Table 1613 5 3(1) for Ss=1 25 per Figure 1613 5(3) per 2007 C B C Design procedure for racks is per 2005 RMI Specifications for the Design, Testing and Utilization of Industrial Steel Storage Racks, 2007 C B C, 2006 I B C and ASCE 7-05 Reference to ASCE7-05 section 9 6 2 9 is incorrect and has been removed from the calculations 8 Considering a design based on RMI (Cs=2 5 Ca/R) maximum seismic design load would produce a seismic coefficient of 0 275 based on worst case Ca of 0 44 per RMI Table 2 7 1 This is very close to the 0 25 coefficient used in the design and because the racks are lightly loaded and therefore, lightly stressed (less than 50%), the existing design is still deemed structurally adequate 9 Any attachment to the walls is for aesthetics only to prevent gaps between the light racks and the wall ALL vertical posts supporting racks are independently anchored to the floor and designed for combined shear and holdown tension for seismic These are still considered free-standing racks by design Sincerely, Kris Collins, PE 57492 29 Palms Hwy , Ste A, Yucca Valley, CA 92284 Phone 760-365-2444 Fax 760-365-2423 AUG-15-2008 08 51 ESGIL CORP 858 560 1576 P 003 City of Carlsbad OS150O 8/14/08 Please make all corrections, as requested in the correction list Submit three new complete sets of plans for commercial/industnal projects (two 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, Engmeenng and Fire Departments. 2 Bnng one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Dnve, 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, Engmeenng 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 1. Provide a statement on the Title Sheet of the plans that this project shall comply with Title 24 and 2007 CBC 2 The tenant space and new and/or existing facilities serving the remodeled area must be accessible to and functional for the physically disabled. Show a pa^h ofjr.avel from the handicaDDjedj^a/Jgjrjip-SPace_to.the-rack area and the bathrooms serving the rapk areg comply with ail the cun^^1HdjjL'^ejlACce.ss..reguirements fall notes and details) Title 24, Part 2 3. Indicate the clearance from the new racks to the existing building walls and building columns 4 Note on the plans that the rack design loads will be posted per Section 1.4 2 of RMI (Rack manufacture Institute) Specification. 5. Provide a note on the plans indicating if any hazardous materials will be stored and/or used within the building which exceed the quantities listed in IBC Tables 307.7(1) and 307 7(2) 6. Obtain Fire Department approval 7 The seismic force formula shown on page 1 of the calculation reference to ASCE7 section 9.6.2 9 Please clanfy. (ASCE7-05 did not show section 9629?) 8 Does the seismic design follow section 15.5.3 of ASCE 7 per section 2208 of CBC 2007? Or RMI (Cs=2.5 Ca/R) with changes in section 15.5.3(Ca= 4 SosP Please clarify. 9 It appears to the rack will be anchored to the walls, provide calculations and or explanation to show the walls are adequate to resist the rack lateral loads. See RMI 14.10. (pis Gollins T R I) C T U R A I E N G I N E E B I N G 57492 29 PALMS HWY , STE 'A1, YUCCA VALLEY, CA 92284 PHONE (760) 365-2444 FAX (760) 365-2423 PROJECT "E-Z RECT" STORAGE SYSTEM OWNER LULULEMON ATHLETICA LOCATION CARLSBAD, CALIFORNIA DESIGN CODE 2007 C B C RACKS RACK DEAD LOAD RACK = 10 PSF PER SHELF DEAD = 200 LB PER UNIT PER 2007 C B C CODE Ss = 1 25 FIGURE 1615(1) WORST CASE Fa = 1 0 TABLE 161353(1) SMS = Ss Fa SMS - I 25 EQ 16-37 SDS =SDS = 083 EQ 16-39 PER ASCE 7-05 AND 2007 C B C FOR NON-BUILDING STRUCTURES ap =20 Rp =Ip = 10 z = 0 FT ATTACHMENT AT BASE 0 4 ap SDS h = lOFT MAX HEIGHT OF RACK Fp =Fp = 0 17 In BUT NOT MORE THAN Fp = 1 6 SDS Ip Kp = 1 333 BUT NOT LESS THAN FP = ° 3 S»S 'p ';P = ° 25 THEREFORE, Fp = 0 25 SEISMIC DESIGN FACTOR AUG 2 5 2008 MATERIAL SPECIFICATIONS CONCRETE fc=2500psi MINIMUM STRUCTURAL STEEL COLD ROLLED t = 4 IN MINIMUM THICKNESS Fy = 36 KSI Fy=55 KSI SYSTEM DESCRIPTION THE PROPOSED RACKS ARE DESIGNED AS FREE-STANDING THEIR LATERAL STABILITY IS DERIVED FROM CONNECTIONS OF THE VERTICAL COMPONENTS TO THE HORIZONTAL MEMBERS THE PLANS PREPARED BY E-Z-RECT MANUFACTURING LTD HAVE BEEN REVIEWED FOR CONFORMANCE WITH THE FOLLOWING CALCULATIONS (risJollins I T R I E T R R A L E R B I R E E R I H S 57492 29 PALMS HWY , STE 'A1, YUCCA VALLEY, CA 92284 PHONE (760) 365-2444 FAX (760) 365-2423 PROJECT "E-Z RECT" STORAGE SYSTEM OWNER LULULEMON ATHLETICA LOCATION CARLSBAD, CALIFORNIA DESIGN CODE 2007 C B C RACKS RACK DEAD LOAD RACK = 10 PSF PER SHELF DEAD = 200 LB PER UNIT PER2007CBC CODE Ss = 1 25 FIGURE 1615(1) WORST CASE Fa = 10 TABLE 1613 5 3(1) SMS =SsFa SMS =125 EQ 16'37 SDS = - SMS SDS = o 83 EQ 16-39 PER ASCE 7-05 AND 2007 C B C FOR NON-BUILDING STRUCTURES ap =20 Rp =4 Ip = 10 z = 0 FT ATTACHMENT AT BASE h = 10 FT MAX HEIGHT OF RACK Rp In Fp = 0 17 BUT NOT MORE THAN Fp = 1 6 SDS Ip Fp = 1 333 BUT NOT LESS THAN Fp = ° 3 SDS !P Fp = ° 25 THEREFORE, Fp = 0 25 SEISMIC DESIGN FACTOR AUG 2 5 2008 MATERIAL SPECIFICATIONS CONCRETE fc = 2500 psi MINIMUM STRUCTURAL STEEL COLD ROLLED t = 4 IN MINIMUM THICKNESS Fy = 36 KSI Fy = 55 KSI SYSTEM DESCRIPTION THE PROPOSED RACKS ARE DESIGNED AS FREE-STANDING THEIR LATERAL STABILITY IS DERIVED FROM CONNECTIONS OF THE VERTICAL COMPONENTS TO THE HORIZONTAL MEMBERS THE PLANS PREPARED BY E-Z-RECT MANUFACTURING LTD HAVE BEEN REVIEWED FOR CONFORMANCE WITH THE FOLLOWING CALCULATIONS KRIS COLLINS ENGINEERING 57492 29 PALMS HWY , STE 'A1 YUCCA VALLEY, CA 92284 (760) 365-2444 (760)365-2423 FAX MATHCAD UNITS ARE INslL LB^IM FT =12 IN SI = IN2 Cl = IN3 E-Z RECT STORAGE SYSTEM LULULEMON LA JOLLA, CA. CF = PSI = — PLF = — PSF = — KSI = 1000 — ,2 FT ? 2 LB IN" * ' FT2 IN2 FT3 RE- SINGLE WIDE FIXED RACKS & MOBILE 24"x48"x10'-0" CHECK TRIMLINE RACK UPRIGHT COLUMNS FOR AXIAL LOADING RACK HEIGHT H = 10 FT RACK WIDTH W = 24 IN RACK LENGTH L = 48 IN RACK LOAD <a = 10 PSF E H 29500 KSI - WIDTH HEIGHT n = 8 MAX NUMBER OF SHELVES ABOVE FLOOR LOAD TO UPRIGHT (MAXIMUM) Pdead = 200 LB . W "| PdeadPa = n (0 — L + 2 J 2 'ANCHOR LOCATIONS SECTION AT DOUBLE IUIDE EXPRESS RACKS Pa = 420LB ACTUAL LOAD TO UPRIGHT PER THE ATTACHED RACK UPRIGHT DESIGN CALCULATIONS THE ALLOWABLE AXIAL LOAD CONSIDERING A 24" UNBRACED CONDITION IS 6141 LBS > 420 LBS Pall = 6141 LB ALLOWABLE LOAD PER 2007 CBC Ss = 1 25 Fa = 10 SMS = Ss Fa SMS = i 3 SDS = o 8 z = 0 FT ATTACHMENT AT BASE 0 4 ap Sps ap = 10 Rp =25 SDS = - SMS IP = 10 h = 10 FT HEIGHT OF RACK Fp Fp = 0 133 In Z BUT NOT MORE THAN Fp = 1 6 SDS Ip Fp = 1 333 BUT NOT LESS THAN Fp = ° 3 SDS V FP = ° 25 THEREFORE, Fp = 0 25 SEISMIC DESIGN FACTOR Fp = (Pa) Fp M = Fp24IN LATERAL FORCE EVERY 3 FT AT RACKS M = 52 5 FT LB MOMENT TO LEG/BRACE AT LOWEST LEVEL Mall = 178 FT LB ALLOWABLE MOMENT PER ATTACHED SECTION PROPERTY DETERMINATION COMBINED AXIAL AND BENDING STRESS Pa M Pall Mall H=04 < 133 OK CHECK OVERTURNING Mo = Fp (n o> W L) HG w2 Mr = 0 85 (0 L n T =M° Mr W Mo = 800 FT LB OVERTURNING MOMENT Mr = 544 FT LB T = 128 LB ACTUAL TENSION RESISTING MOMENT V =Fn V = 105 LB ACTUAL SH EAR USE 3/8"<|> HILTIL TZ ANCHORS (2" MIN EMBEDMENT) AT OUTSIDE LEGS INTO 2500 PSI CONCRETE SLAB PER ESR-1917 THE ALLOWABLE TENSION AND SHEAR VALUES ARE Ta = 1054 LB ALLOWABLE TENSION Va = 1669LB ALLOWABLE SHEAR COMBINED CHECK = Va 2 Ta 2 = 0 09 OK ANCHORS ONLY 9% STRESSED - SPECIAL INSPECTION NOT DEEMED NECESSARY KRIS COLLINS ENGINEERING 57492 29 PALMS HWY , STE 'A1 YUCCA VALLEY, CA 92284 (760) 365-2444 (760)365-2423 FAX MATHCAD UNITS ARE E-Z RECT STORAGE SYSTEM LULULEMON LA JOLLA, CA. LBslM FT =12 IN SI = IN2 CI = IN3 CF = FT3 —,2 —FT KSI=1000LB IN" ' ' FT2 IN' RE. SINGLE WIDE FIXED RACKS & MOBILE 24"x36"x10'-O" PCF =LB ^T3 E = 29500 KSI CHECK TRIMLINE RACK UPRIGHT COLUMNS FOR AXIAL LOADING RACK HEIGHT H = IOFT RACK WIDTH W = 24 IN RACK LENGTH L = 36 IN RACK LOAD co = 10PSF WIDTH HEIGHT n = 8 MAX NUMBER OF SHELVES ABOVE FLOOR LOAD TO UPRIGHT (MAXIMUM) Pdead = 200 LB W A PdeadPa = n co — L + 2 J 2 ANCHOR LOCATIONS SECTION AT DOUBLE UIIDE EXPRESS RACKS Pa = 340LB ACTUAL LOAD TO UPRIGHT PER THE ATTACHED RACK UPRIGHT DESIGN CALCULATIONS THE ALLOWABLE AXIAL LOAD CONSIDERING A 24" UNBRACED CONDITION IS 6141 LBS > 340 LBS Pall = 6141 LB ALLOWABLE LOAD PER 2007 CBC Ss = 1 25 Fa = 1 0 SMS = Ss Fa SMS = '3 SDS = o 8 z = 0 FT ATTACHMENT AT BASE 0 4 ap SDS SDS = - SMS ap = 10 Rp =25 Ip = 10 h = IOFT HEIGHT OF RACK Fp = Rp In Fp = 0 133 BUT NOT MORE THAN Fp = 1 6 SDS Ip Fp = 1 333 BUT NOT LESS THAN FP = ° 3 SDS JP FP = ° 25 THEREFORE, Fp = 0 25 SEISMIC DESIGN FACTOR Fp = (Pa) Fp LATERAL FORCE EVERY 3 FT AT RACKS Fp24FN M =M = 42 5 FT LB MOMENT TO LEG/BRACE AT LOWEST LEVEL Mall = 178 FT LB ALLOWABLE MOMENT PER ATTACHED SECTION PROPERTY DETERMINATION COMBINED AXIAL AND BENDING STRESS u = 0 3 < 1 33Pa M+ Pall Mall OK CHECK OVERTURNING Mo = Fp (n <» W L) HG Mr = 0 85 (o L n T=Mo - Mr W V = Fn Mo = 600 FT LB OVERTURNING MOMENT Mr = 408 FT LB RESISTING MOMENT ACTUAL TENSION = 85LB ACTUAL SHEAR USE 3/8"<(> HILTIL TZ ANCHORS (2" MIN EMBEDMENT) AT OUTSIDE LEGS INTO 2500 PSI CONCRETE SLAB PER ESR-1917 THE ALLOWABLE TENSION AND SHEAR VALUES ARE Ta = 1054 LB ALLOWABLE TENSION Va = 1669 LB ALLOWABLE SHEAR COMBINED CHECK = M = —— + T Va2 Ta2 . = 0 07 OK ANCHORS ONLY 7% STRESSED - SPECIAL INSPECTION NOT DEEMED NECESSARY KRIS COLLINS ENGINEERING 57492 29 PALMS HWY , STE W YUCCA VALLEY, CA 92284 (760) 365-2444 (760)365-2423 FAX E-Z RECT STORAGE SYSTEM LULU LEMON LA JOLLA, CA. MATHCAD UNITS ARE IN= 1L LB= 1M FT = 12 IN PSI = — PLF = — PSF =FT SI^IN LB CI = IN3 CF = FT3 LB LBKSIa 1000 IN~ ' ' FT2 IN2 FT3 RE SINGLE WIDE FIXED RACKS & MOBILE 18"x48"x10'-O" CHECK TRIMLINE RACK UPRIGHT COLUMNS FOR AXIAL LOADING E = 29500 KS1 RACK HEIGHT H = 10 FT RACK WIDTH W = 18 IN RACK LENGTH L = 48 IN RACK LOAD m = 10 PSF n = 8 MAX NUMBER OF SHELVES ABOVE FLOOR LOAD TO UPRIGHT (MAXIMUM) Pdead = 200 LB . W 1 PdeadPa = n (£> — L +2 I 2 r -(-WIDTH HEIGHT ' ANCHOR LOCATIONS SECTION *T DOUBLE HIDE EXPRESS RACKS Pa= 340 LB ACTUAL LOAD TO UPRIGHT PER THE ATTACHED RACK UPRIGHT DESIGN CALCULATIONS THE ALLOWABLE AXIAL LOAD CONSIDERING A 24" UNBRACED CONDITION IS 6141 LBS > 340 LBS Pall = 6141 LB ALLOWABLE LOAD PER 2007 CBC Ss = 1 25 Fa = 1 0 SMS = ss Fa SMS = i 3 SDS = o 8 z = 0 FT ATTACHMENT AT BASE 0 4 ap SDS SDS = T SMS ap = 10 Rp =25 Ip = 10 h = 10 FT HEIGHT OF RACK Fp =Fp = 0 133 BUT NOT MORE THAN Fp = 1 6 SDS Ip Fp = 1 333 BUT NOT LESS THAN FP = ° 3 S»S JP FP = ° 25 THEREFORE, Fp = 025 SEISMIC DESIGN FACTOR Fp = (Pa) Fp LATERAL FORCE EVERY 3 FT AT RACKS M = FD24IN — M = 42 5 FT LB MOMENT TO LEG/BRACE AT LOWEST LEVEL Mall = 178 FT LB ALLOWABLE MOMENT PER ATTACHED SECTION PROPERTY DETERMINATION COMBINED AXIAL AND BENDING STRESS Pa M Pall Mall = 0 3 < 1 33 OK CHECK OVERTURNING HG=SFT Mo = Fp (n co W L) w2 Mr = 0 85 to L n Mo = 600 FT LB Mr = 306 FT LB T = M° Mr T = 196 LB ACTUAL TENSION W V = Fr V = 85LB ACTUAL SHEAR OVERTURNING MOMENT RESISTING MOMENT USE 3/8"<|> HILTIL TZ ANCHORS (2" MIN EMBEDMENT) AT OUTSIDE LEGS INTO 2500 PSI CONCRETE SLAB PER ESR-1917 THE ALLOWABLE TENSION AND SHEAR VALUES ARE Ta = 1054 LB ALLOWABLE TENSION va = 1669 LB ALLOWABLE SHEAR COMBINED CHECK =V T+= 012 OK Va2 Ta2 ANCHORS ONLY 12% STRESSED - SPECIAL INSPECTION NOT DEEMED NECESSARY SECTIONAL PROPERTY DETERMINATION FOR 14 GA . TRIM LINE POST MATFPfAL SPEC fF/CAT IONS Fy = 50 KSi i - 075 fN R := 09375 fN r = R f - a = I 0 2 SECTIONAL DATA Ap = I 5625 ttBp = 08125 fN Cp •= 075 fN ( ta=Ap-(2ri-t) ab = Ap - r b=Bp-|r+—i-a/r+-|f bb = Bp - I - + a - u = - r A := I= a I Cp - {i cb = a I Cp - -2 b ^ 2 u <-a(2c*2u)J 3 /a a 3Ixl ^ 0417 a t b - ( r f u I - t 6J7 r * 149 r 2 ) (2 f 3 c 2 fa }* 3^ <1x2 = 0 0X33 c t-fa-C) f u - + 637r t M9 r Ix = 2 t (Jxl t- 1x2) lx=0.092fN< U y j • • .' - I b / - + r / > u 161 r + a f u (b + I 6.17 r) + c Yb <• 2 r) J | xb = 0 J63 fN A I 2 Ivl L«. [ L (b ' > r) ' u I h i I o.J / r) f i. ' i fly I ' ly.:i A <i> N9 f 'I lyJ - bf 1 <- r| + 0833 b ^ J56 r' -J r / i)lv 00)2 IN /u r bh 6 cbat>" + ! hb dh" 8 cb'/ I2L< 3 ^ 0 57lfN <0 - -I (xb - m) J = — [a f 2 b + 2 u <- a (2 c <- 2 u)J Cw -t ab2bbj J bb 12 6 bb <- ab + 2 ab 6 T / 3) 3 1Cw.= 0.056 fN [Jw = -{ 0833 (t xb ab / <-t xb abj t f 4 f] i ab= -{(bb • xb) - xb J i-3f = -l(bb xb)" - xb4 . — (bb - xb) - xb 2 4 'j ] 2 ab* fab-~ ? cb l (bb xb) <• - i (bb - <b) / / — - — - Cb J M 2 2'y f \(fjw t /3f *- fj/^ - x Sx =/x- 5 Ap fy Bp - xb Sy = 0072O ry.= / —/~2~ 2= \/rx <-ry ^- Ap=l563fN A=OJ/2SI = 032lfN Cp = 075fN ;=0949fN Sy=0072CJ Bp = 0.8l3fN /x= 0.092 IN SXT = 01180 m= 0.571 IN (=0075fN R = 0 094 fN f/ = 0.032fN4 J= 0001 IN" DECERMINATfON Of ALLOWABLE: MOMENT = Bp - R - t .58.1 E = 29500 KSI S = I 28 / — k = 43 , ..052.1 * /F>I = / •— I - I— 673 • I =0567i 22 p =p = I 079 b = p w b = 0695fNI CON PRESS CON STIFFENER EFFECTI V£ k = 4) L Y WEB a = 1.225 IN — = 0 781 fN a•— = 0.957fN2 2 2 UPPER CORNER u=0206fN R + I - ( 637 r) u (R -f t - .6J7 r) = 0 OlgfN' LOWER CORNER u = 0 206JN Ap - (R t I 637 r) u (Ap - fR * t - 637 r)J = 0.305 FLANGES h - : 0.695 fN -=OOi8fN b-=0026fN2 w ^ 0 644 /M Ap - - 22 2 w I Ap L = 29;- = 5 368 fN l/p = - 7275 t- 0160? * 7786) fN~ L = UNit l Hf • I lANi f Of nil1 i iifnwt -,.I<>M FJBER fPOM NEIiTPAL AXfS ( L. THAN ONh HALf THE BEAW DEPTH, A COMP STRESS OF 5u KSf WILL GOVERN AS ASSUMED n = ' Ap - — -(R Fy H = *8428 I 77 PS I f? =Fy D. = -370/7905 PS/ f = ---n - = 16 73! = 0 764 It = 4 f 2 ( / f) t 2(l OK k = 4497 h .= a h = I 2251 22 I =0 328 P • = I be .= p h be = I 2.11 IN b? = - b2 = 0 61 5 fN bl = —— 2 3 - f bl =055lfN b I <- b2 = / 1 66 f -- - R - I = 5 I 99 fN b I t b2 < 2 98 1 84 fN L Ly2 »|—j =074«/N:l u(R + i- 6W f)2 = OOOIfN3 u/Ap (R ' i 6J7r)J - 0 001 iH Ap - - 00082^286144. 00038* JO 957/4) = 2976fN Ipx -- Ixt — --5J68W lx=0092fN4 /xe = Ip.x i Sy--0072fN (xe = -2.769FN Mn - Se-Fy Of =167 Mn Clf -- 1286 797 FT LB FySy — = I 78 6 FT LB167 ALLOWABLE MOMENT KRIS COLLINS ENGINEERING DETERMINE ALLOWABLE AXIAl LOAD FOR 14 GA TRIM LINE POST FOR AN UNBRACED LENGTH OF 24" per 1986 AISI MANUAL Column Properties r = 14 m Lv = 24 m Lt = 24 m K = I 0 Fy = 50 ksi Section Properties D' = I 563 m B' = 081 Jin C = 075 in t = 0075 m R = 0 093 7S A = 03l2in2 Rx=0544m Ry = 0 321 m J = 0 0005S53 m4 Cw = O 056 m6 R0 = I 128 m Xo = -0935m G = 11)00 ks! E = 29000 ksi DETERMINATION OF Fn , Allowable Stress Ft| = 5120! 81 ps.(eq C4 I i) 7T E K-L, =0.313 = 147052 72psi Ceq C4 2 3) (eq C3 I 2 7) A R.K L = ,f(Fe, <Fe2.Fel.Fc2) FIND EFFECTIVE AREA FLANGES (per SECT/ON 84 2) wf = B' - 2 R - 2 t 5=,28/I wf = 0 48 in S= J546 IT, = 86755 9lpsi fe2 = 59265 6 psi Fe = 51201 81 psi Fn = 3 7793 4 ps. (flat w/dth of flange) (eq C3 I ^ 9) (eq C42 (eqs. C4-3. C4 4) = r R w, [ 12 S- = /1 82 3 r,n - if I — c — < S, - - 3 I 23 = 0 58m - J 4= t 23 x 10 m Wf — =634t n =033 (flat width of stiffener lip) (eq 84-2} S = 3546 'a2 = 309 '41 033; "/I I w('aJ -' II "5|- -' 5 3 i C, -- 2 -C2 C, = 482 5 — C2n ^ 043 kb = 525 - 51 — (wf k, = if()r', skb.k'j = -4 363 x J0 = 8088 * (0 in la=8088* 10 "m" C2 = ,l k', = -264 kb = -2 6< k, = -264 k-, = 4 (upper bound for (eq 84 ? 6; (eq 642 13) feq 84 2 7) (eq B4 2-8) (eq 84 2 9) feq 84 2 10) C— I 58 I 0^2 022 A Pi b'f = if(A £067) wf. wt S= if/ — 5 -.wf.fa', I ) W| C WEB (per SECTION B2 I) *w = D1 2 R 2 i \ -- Pw = 052 022 = if (A. < 0673. - 0 48 m >0.25,fc|.k? k = A -- 0 12 Pl - 687 b'f = 04gm br = 0 48 in =: I 23 in (eq B2 i 4 (eq 82 I 3) (eqs 82 1-T & 82 1-2) (eq842-l) (ftna? effective flange (reduction factor for stiffener) k = 4 A. =0.3J (effective web width) 12- STIFFENER UPS, (per SECTION B3 1) ws = O - R - i ws = 0 58 m k = 0 43 I 052 ws =045 022 J — X Ps = I 14 bs = Cs if(A < 0673. *S,PS ws) bs=058m (effective stiffener width) EFFECTIVE CROSS SECTIONAL AREA. A = 03l2ir>2 Ae = A -["[2 fwf - bfj * (ww - bw)J + 2 (ws - bsjj i Ae = 0 J/2in2 ALLOWABLE AXIAL LOAD. Qc = I 92 Pn=VFn Pn = 11791.5416 Pa = — P9=6NI.4Jlb < «c * IF STATEMENTS if (condition, true value, false value) KRIS COLLINS ENGINEERING DETERMINE ALLOWABLE A*IAl LOAD FOR 14 GA TRIM LIME POST p = 50ks, per 1986 AISlMAWIJAt SU/VJMARV- Column Properties (., -. >(\ Lv = 2 ft L, = .'ft K --- / ft Section Properties L> I S6 m B 0«lm C' = 0/5m i= 0075m K =00 44 , ,, ,, 6R<=0544in Ry = 0321m J = 5 85 x 10" in Cw = 0056m R0 - I 128 in X0=-093Sin 0^ 11300 fcsi E = 29000Icsi EFFECr/VE CROSS SECTIONAL AREA A=OJ;2.n2 AC = A - [[2 («-f - bf) - (ww - bw)] » ^ (ws - bs)J-t A^ = 0312m ALLOWABLE AXIAL LOAD: Oc = I 92 Fn=J77934psi Pn - AeFn P0 = II 791.54 Jb 2 Pa = 6/41 43 Ib FOR -A // t/WBR^ C£D L£/VG THOF24 " . . " REPORT™ESR-1917 Reissued September /. 2007 This report /s subject to re-examination m two years ICC Evaluation Service, Inc. www.icc-es.org Buslness^egional Office • S360 Wortorvan MJ* Road. White-. CaHona 9O601 • (5B2) 699-05*3 Regional Office • 900 Monidair Road. Suite A. Birmingham. Alabama 35213 • (205) 599-9800 Regional Office • «O5I West Fbssmooc»oad Country Oub Hills miras 60*78 • (703) 799-2305 DIVISION 03—CONCRETE Section 03151—Concrete Anchoring REPORT HOLDER HILTI. INC 5400 SOUTH 122"D EAST AVENUE TULSA, OKLAHOMA 74146 (800) 879-8000 wv/w us.hilti.com HilnTechEnq(S)us hilti com EVALUATION SUBJECT HILfl KWIK BOLT TZ CARBON AND STAINLESS STEEL ANCHORS IN CONCRETE 1.0 EVALUATION SCOPE Compliance with the following codes: • 2006 International Building Code' (IBC) • 2006 international Residential Code* (IRC) m 1997 Uniterm BuiirJmrj Code "" (UBC) Property evaluated Sl'uClural 2 0 OSES The Hilfi Kwik Boil fZ ancnor (KB- TZ) is used to resist static wind and seismic tension and shear toads in cracked and uncracked normal-weigh) concrete and structural sand lightweight concrete having a specified compressive strength. fe. of 2.500 psi to 8.500 psi (17 2 MPa to 58.6 MPa); and cracked and uncracked normal-weight or structural sand lightweight concrete over melal deck having a minimum specified compressive strength. fc. of 3.000 psi (20.7 MPa) The anchonng system is an alternative to casl-m-place anchors described in Sections 1911 and 1912 of the IBC and Sections 1923 I and i9232oltheU6C The anchors may also be used where an engineered design is submitted in accordance with Section R30I I 3 of the IRC. 3 0 DESCRIPTION KB-TZ anchors are lorque-conlrolled. mechanical expansion anchors KB-TZ anchors consisi of a stud (anchor body), wedge (expansion elements) nut. and washer The anchor (carbon steel version) is iiiustraied in Figure 1 The stud is manufactured from carbon or stainless steel materials with corrosion resistance equivalent to Type 304 stainless steel Carbon steel KB-TZ anchors have a minimum 5 pm (0 00002 inch) zinc plating The expansion elements for the carbon and stainless steel KB-TZ anchors are fabricated from stainless steel with corrosion resistance equivalent to Type 316 stainless steel The hex nut for carbon steel conforms to ASTM A 563-04. Grade A and the hex nu t for stainless steel conforms to ASTM F 594 The anchor body is comprised of a high-strength rod threaded at one end and a tapered mandrel at (he other end The tapered mandrel is enclosed by a three-section expansion element which freely moves around the mandrel The expansion element movement is restrained by the mandrel taper and by a collar The anchor is installed in a predri/led hole with a hammer When lorqu e is applied to the nut of the installed anchor, (he mandrel is drawn into the expansion element, which is in turn expanded against the wall of the drilled hole Installation information and dimensions are set forth in Section 4 3 and Table 1 Normal-weight and structural lightweight concrete must conform to Sections 1903 and 1905 of the IBC and UBC 4.0 DESIGN AND INSTALLATION 4.1 Strength Design. 4. J.I General. Design strengths must be determined in accordance with ACi 3I8-05 Appendix D and this report Design parameters are provided m Tables 3 and 4 Strength reduction faciors <2>as given in ACi 31804 4 must be used for load combinations calculated m accordance with Section 1605 2 I of the IBC or Section 16 12 2 of the UBC Strength reduction factors iZ>as given in AC'l 3 18 D 4 5 must be used for load combinations ca/cuialec) m accordance with AC' 31H Appendix C or Section 1909 2 of the UBC Strength reduction factors rj> corresponding to ducliie steel elements may be used An example calculation is provided in Figure 6 4.1.2 Requirements forStatic Steel Strength in Tension• The steel strength in tension must be calculated m accordance with ACi 318 D 5 I The resulting A/ values are provided in Tables 3 and 4 of this report 4.1.3 Requirements for Static Concrete Breakout Strength in Tens/on: The basic concrete breakout strength in tension must be calculated according to AC! 318 Section D 5 2.2, using the values of h,, and kc, as given in Tables 3 and 4 m lieu of /?,, and k. respectively The nominal concrete breakout strength m tension m regions where analysis indicates no cracking in accordance with ACI 318 Section D 5 2 6 must be calculated with V/ctl as given in Tables 3 and 4 For caroon steel KB-TZ installed m the soffit of" structural sand lightweighi or normal-weight concrete on steet deck floor and roof assemblies, as shown in Figure 5. calculation of the concrete breakout strength may be omitted. (See Section 4.15) 4.1.4 Requirements for Critical Edge Distance: In applications where C<CK and supplemental reinforcement to control splitting of the concrete is not present, the concrete ore not to be com trued as repret em ing aesthetics or orty other onritniies HOI ipectftcolty addressed nor ore tftey to be connntetf as on ,ndorsti*cm aj tic nib/cct of ike report ore recommendation for us me JT>e re i: to -mrroniy by ICC E -aluonot Service Inc express or implied as to any ff/ findiftg or otkfr natter in iftlt report of OS tO any product covered Of Irif report CoDyngmO 1007 Page I of 1* Page 2 of 14 ESR-I9I7 breakout slienglh in lension for uncracked concrete calculated according to ACI 3i8 Section 052. musl be further multiplied by the factor <JJcofl as given by (he following equation whereby the I 5/7i nan factor UJ_ For all other cases. need not be taken as less , = I 0 Values for the cniical edge distance CK musl be taken from Table 3 or Table d 4 I 5 Requirements for Static Pullout Strength in Tension The pullout strength of the anchor in cracked and uncracked concrete, where applicable, is given in Tables 3 and 4 In accordance with ACI 318 Section D53.2. the nominal pulloul strength in cracked concrete musl tie calculated according to the following equation = A/.(Ib. psi)(2) legions where analysis indicates no cracking m wiifi AC I HflSeclionD 5 3 6. (he nominal pul/ou/ strength m lension musl be calculated according to the following eo.ua !«:•'> lightweight or normal-weight concrete on steel deck floor and roof assemblies as shown m Figure 5. is given m Table 3 4.1.7 Requirements for Static Concrete Breakout Strength of Anchor in Shear, Vct> or \^chy: Static concrete breakout strength shear capacity must be calculaied m accordance with ACI 318 Section D 6 2 based on the values provided m Tables 3 and 4 The value of /. used in ACI 318 Equation (D-24) must taken as no greale r than htf 4.1.8 Requirements for Static Concrete Pryout Strength of Anchor in Shear, l/^ or Vng: Static concrete pryoui strengih shear capacity must be calcuia ted in accordance with ACI 3' 8 Section 063. modified by us. ing the value of *to provided in Tables 3 and 4 of this report a nd the value of A/te or A/ceg as calculated in Section 4.1 3 of this report For anchors installed m Ihe soffit of structural sand lightweight or normal-weight concrete over profile steel d eck floor and rool assemblies, as shown in Figure 5. calculation of the concrete pry-out strength m accordance with ACI 31 8 Section D 6 3 is not required 4.1.9 Requirements for Minimum Member Thickness. Minimum Anchor Spacing and Minimum Edge Distance In lieu of ACI 318 Section D 83. values of c^ and s,^, as given m Tables 2 and 3 of this report musl be used. In lieu ol ACI 318 Section D 8 5. minimum memberlhicknesses/?,.,, as given in Tables 3 and 4 of this report must be used. Additional combinations for minimum edge distance cmin a nd spacing ;„„ may be derived by linear interpolation between the given boundary values (See Figure 4 ) The critical edge distance at corners must be minimum 4/7,, in accordance with ACI 318 Section 086 4 (.10 Requirements for Seismic Design. For toad combinations including eanhqualce. the design musl be performed according to ACI 318 Section O 3.3 as modified by Section 1908 i '6 of (he IBC as follows 2.500 (Ib.(3) -N.• (N. MPa) 1 CODE 1 iSCandiRC 1 UBC 1 ACI 318 03 3. /CODE EQUIVALENT, / SEISMIC REGION / DESIGNATION | Moderate or high 1 Seismic Design1 I Categories <seismic nsk — _ ,- _, ,_ i/ I C. O. E. and F / 1 Moderate or high 1 Seismic £ones I j seismic nsk / 28. 3. and 4 / Where values 'or A/0(, or A/ft>ne, are nol provided in Table 3 or Tab'e 4 evaluated ihe pulloul strength in lension need not be The pulloul strength in cracked concrete of the carbon steel KB-TZ installed m the soffil of sand lightweight or normal- weight concrete on sieel deck floor and roof assemblies, as shown m Figure 5. is given m Table 3 In accordance with ACI 318 Section D 5 3.2. Ihe nominal pullout strength in cracked concrete must be calculated according to Eq (2). whereby Ihe value of %„„„ musl be substituted for NDcr The use ol stainless steel KB TZ anchors installed in Ihe soffit of concrete on steel deck assemblies is beyond Ihe scope ol this report In regions where analysis indicates no cracking in accordance with ACI 3 iSSection D. 5.3.6. the nominal pulloul strength in tension may be increased by lfcw as given in Table 3 VCP 'S I 0 for all cases Minimum anchor spacing along Ihe flute for this condition must be the greater of 3.0/),, or 1 Vj times the flute width 4.1.5 Requirements for Static Steel Shear Capacity V,: In neuof Ihe value of I/, as given in AC) 318 Section D 6 1 2(c). the values of I/, given in Tables 3 and 4 of this report must be used The shear strength Vtna, as governed by steel failure of the KB-TZ installed m the soffil of structural sand The nominal steel strength and the nominal concrete breakout strength for anchors in tension, and the nominal concrete breakout strength and pryout strength foranchors in shear must be calculated according to ACI 318 Sections 0 5 and O 6. respectively, taking into account the corresponding values given in Tables 3 and 4 The anchors comply with ACI 318 O 1 as ductile steel elements and must be designed m accordance with ACt 3(8 Section D334 or D.3.3.5 The nominal pullout strength A/PM1I and the nominal steel strength for anchors in shear I/, IJU must be evaluated with the values given in Tables 3 and 4 The values of N0,», must be adjusted lor concrete strength as follows = /V..(Ib. psi) A/, If no values for NflM or I/, ,w are given in Table3or Table 4 the static design strength values govern. (See Sections 4 I 5 and 4 1.6 ) 4.1.11 Structural Sand Lightweight Concrete: When structural lightweight concrete is used, values determined in — Page 3 of 14 accordance with ACI 318 Appendix Dane) Ihis report musl be modified by- a factor of 0 60 4 I 12 Structural Sand Lightweight Concrete over Metal Deck: Use of slruclural sand lightweight concrete is allowed in accordance with values presented in fable 3 and installation details as show in Figure 5 4 2 Allowable Stress Design 42.1 General: Design resistances for use with allowable stress design load combinations calculated in accordance wiih Section 1605.3 of the IBC and Section 1672 3 of the U8C. must be established as follows ESR-1917 of concrete on siee/ deck (5) where Ra = <p fi", represents the limiting design strength in tension ( <fNn) or shear ($Va) as calculated according to ACt 318 Sections D.t.1.1 and O.4. 1 2 and Section 4 I of this report For load combinations including earthquake, the value R, in Equation (5) must be multiplied by 0 75 in accordance with AC/ 318 Section 0.3.3.3 Limits on edge distance. anchor spacing and member thickness, as given in fables 3 and 4 of this report, must apply Allowable service loads for single anchors in tension and shear with no edge distance or spacing reduction are provided in fables 6 through 9. for illustration These values have been derived per Equation (5) using (he appropriate strength reduction factors #>from fables 3 and 4 and the cr factors provided in Section 4 2 of this report installations into the soffit assemblies, see Figure 5 4.4 Special Inspection. Special inspection is required, in accordance with Section 1704 13 of the I8C and Section 1701.5.2 of the U8C The special inspector must be on the jobsite continuously during anchor installation 10 verify anchor type, anchor dimensions concrete type, concrete compressive strength hole dimensions, hole cleaning procedures, an chor spacing edge distances, concrete thickness, anchor embedment, and tightening torque 5.0 CONDITIONS OF USE The Hilti K8- fZ anchors described >n Ihis report comply with the codes listed in Section 1.0 of this report, subject to the following conditions The value of a must be taken as to/lows REFERENCE FOR SfRENGTH REDUCTION FACTORS AC/ 318 Section D-t 4 [ ACI 3 18 Section 01 5 / Including Seismic I i I 2 ,Excluding/ Seismic | 14 -55 | 4.2.2 Interaction: In lieu of AC/3180 7 I, 0 72andO 73 interaction musl be calculated as follows For shear loads I/ s 0.2 I/.. the full allowable load m tension 7.. may be taken. 5.1 Anchor sires, dimensions and minimum embedment depths are as set forth in this report 5.2 The anchors must be installed in accordance with the manufacturer's published instructions and this report In case of conflict, this report governs 5.3 Anchors must be limited to use m cracked and uncracked normal-weight concrete and structural sand lightweight concrete having a specified compressive strength. r"'c. of 2.500psi to 8,500 psi (1 7 2 MPa to 58 6 MPa). and cracked and uncracked normal-weighi 01 structural sand lightweight concrete over metal deck having a minimum specified compressive strength r of 3.000 psi (20 7 MPa) 5 4 fhe values of fc used for calculation purposes musi not exceed 8,000 psi (55.1 MPa) 5 5 Loads applied to the anchors musf be adjusted m accordance with Section 1605 ? of the IBC dn.i Sections 16 12 2 or 19092 of the UBC for strength design, and in accordance with Section 1605 3 of the IBC and Section 16123oflhe UBC for allowable stress design i.6 Strenglh design values must be established m accordance with Section 4.1 of this report For tension loads T <, 0.2 Tal m shear V^^^so may be taken For all other cases. T V the full allowable load £ I 2 4.3 Installation: installation parameters are provided in Table I and in Figure 2 The Hi/ti KB-TZ musl be installed according to manufacturer's published instructions and this report Anchors must be installed in holes drilled into fhe concrete using carbide-lipped masonry drill bits complying with ANSI B212 15-1994 The nominal dn/f bil diameter musl be equal fo that of the anchor The drilled hole must exceed the depth ol anchor embedment by at least one anchor diameter to permit over-driving of anchors and to provide a dust collection area as required The anchor musl be hammered into the prednl/ed hole until al least four threads are below the fixture surface. The nut must be lightened against the washer until (he torque values specified in fable 1 are achieved For mstallalion in fhe soffit of concrete on steel deck assemblies, the hole diameter in the steel deck not exceed the diameter of the hole m the concrete by more than '/, inch (3.2mm) For rnembei thickness and edge distance restrictions for 5 7 Allowable design values are established in accordance with Section 42. 5.8 Anchor spacing and edge distance as we/I as minimum member thickness must comply with Tables 3 and 4 (6) 59 Prior to installation, calculations and details demonstrating compliance with this report must be submitted to the code official. The calculations and details must be prepared by a registered design professional where required by the statutes of fhe jurisdiction in which the project is to be constructed 5 10 Since an ICC-ES acceptance criteria for evaluating rJata 10 determine the performance of expansion anchors subjected to fatigue or shock loading is unavailable al this time, the use of these anchors under such conditions is beyond the scope of this report 5.11 Anchors may be installed in regions of concrete where cracking has occurred or where analysis indicates cracking may occur (f, > fr). subject to the conditions of this report 5.12 Anchors may be used to resist short-term loading due to wind or seismic forces, subject to the conditions of this report 5.13 Where nol otherwise prohibited in the code. KB-TZ anchors are permitted for use with fire-resistance-rated Page 4 of 14 ESR construction provided (hat at least one of the following conditions is fulfi'led • Anchors are used to resist wind or seismic forces only • Anchors thai support a fire-resistance-raled envelope or a fire- resistance-rated membrane are protected by approved fire-resislance- raied materials, or have been evaluated tor resistance to fire exposure in accordance wiih recognized standards • Anchors are used to support nonstructural elements 5 14 Use of zinc-coaled carbon steel anchors is limited to dry. interior locations 5 15 Special inspection must be provided m accordance with Section 4 4 5 16 Anchors are manufactured by Hilti AG m Scnaan Liechtenstein under a quality control program with inspections by Underwriters Laboratories inc ( AA-637) 6.0 EVIDENCE SUBMITTED 6.1 Data m accordance with the ICC-ES Acceptance Critena for Mechanical Anchors in Concrete Elements (AC 193). dated January 2007 (ACl 3552) 6.2 A quality control manual 7.0 IDENTIFICATION The anchors are identified by packaging labeled with the manufacturer's name (Hilti. Inc ) and contact information anchorname. anchorsize. evaluation report number (ICC ES ESR-1917). and the name of the inspection agency (Underwriters Laboratories Inc ) The ancno rs have the tellers KB-TZ embossed on the anchor stud and four noicrtes embossed into the anchor head and thes e are visible afte/ installation for verification n _ Page 5 of 14 ESR-1917 UNO thread mandrel expansion element bolt dog pomi hex: nul FIGURE 1—HILTI CARBON STEEL KWIK BOLT TZ (KB-TZ) TABLE 1-SETTING INFORMATION (CARBON STEEL AND STAINLESS STEEL ANCHORS) Nominal anchor diameter (V> ) The minimum thickness ol the /asleneo pan is Dased on use of the anchor at minimum embedment and >s control/ed Oy me lengfh of thread n thinnei fastening ihickness is required increase the anchoi embedment to suit Page 6 of 14 ESR-1917 FIGURE 2—KB-TZ INSTALLED TABLE 2-LENGTH IDENTIFICATION SVSTEM (CARBON STEEL AND STAINLESS STEEL ANCHORS) 9 9* MO M 12 I 13 / M FIGURE 3 BOL r HEAD WITH LENGTH IDENTIFICATION CODE AND KB-TZ HEAD NOTCH EMBOSSMENT Page 7 of 14 ESR-1917 TABLE J—DESIGN INFORMATION. CARSON STEEL KB-TZ Nominal anchor diameter DESIGN INFORMATION Mm membei Critical edge distance Mm edge distance Mm anchor spacing Mm note depth in concrete Mm specified yield slrenglfi Min specified ult strength Effective tensile stress area 25.120 (1118)Steel strength m tension Steel strength m shear Steel slrengih in shear seismic Steel strength ,n shea concrete on meid Pullout strength uncrackeo concrete' Pullouf : one re le Pulloul Strength metal dec*6 Effectiveness factor , uncrached concrete Effectiveness factor * Coefficient tor pryoul strength, h,,, Strength reduction factoi <f> lot tension, steel failure modes * shear sleet failureStrength reduction facto modes10 Strength redi/cnon lf> factor lor tension, concrete failure modes or polloul Condition 8' Strength reduclion tp factor lor shear, concrete failure modes Condition B I « = 4 «5 N I psi = 0 006895 MPa For pound-men units 1 mm = 0039JFor SI i inch = ?511 See fig 2 'For structural righiweigni concrete over metal deck see Figure 5 'See Section a I to ol trus report 'See Section 4. IB NP (not permitted) denotes mat the condition is not supported Oy mis report *S«e Section < I 5 of inis repoo NA (noi applicable) denotes lhai this value does nor control lor design *See Section 4 I 5 of mis report MP (not permitted) denoies that the condition is not supported Dy this repon values are tor cracxed concrete Values are appficapJe lo ootn static and seismic load comQinalions 'See ACI 318-05 Section 0 < 1 'See ACI 31*05 Section O S 2 2 *Sse ACI 318-05 Section D S 2 6 '*Tne KB TZ is a ductile sieel element as defined Dy AO 318 Section D > ' 'For use vyith ine oad comomauons ol ACI 318 Seclion 9 ? Condioon 8 applies where supplementary reinforcement in conformance *itn ACI 318-05 Section D 4 1 is noi provided or where puiiout or pryoul strength governs For cases */ners the presence of supplementary reinforcement can oe vended the strength reduction factors associated >vfh Condition A may oe used Page 8 of 14 ESR-1917 TABLE 4—DESIGN INFORMATION. STAINLESS STEEL KB-TZ Nominal anchor diamaferDESIGN INFORMATION Effective mm embedment Min member thickness [203; Id 27) (ft 52)(203; ) (.52)) (2031 cai edge distance (152) 1(178)1(2251 Mm note depth in concrete Mm specified yield strength Win specified ult Strength Effective tensile stress area Steel strength in tension Steel strength m shear Puiloul blienglh in tension seism" ' PijIfOui •ji'p'1Qlri i.<nr racked Putloui strength cracked concrete' Effectiveness factor k.m uncracfced concrete Effectiveness factor kc, cracked concrete ¥ Strength reducnon factor (f) lor tension, steel failure modes' Strength reducnon factor <j> for shear, steel failure modes Strengln reduction {Z> factor for tension concrete failure modes. Condition B* Coefficient for pryoul strength. kco Strength reduction (^ factor for shear, concrete failure modes Condition B* ForSI 1 inert = 25 4 mm 1 Ibf = 4 *5 N. t pa = 0 006895 MPa For oound-mcn units t mm = 0 03931 .ncnes 'See Pig 2 'See Seclion « i 10 ot inis report NA (not appucatve) denotes tnai tnu ualue does not conira lor design 'See Section 4 I Sol irus report HA (no/ applicable) denotes that m/s value does not control lor design 'See ACl 318-05 Section 0 to 'See ACl 318-05Section 0522 'See ACl 318-05 Seclion O 5 2 6 'The KB-77 is aoucnte siaei element as defined t>y ACl 318 Section 0 I 'for use w«n IDe load combinations of ACl 3l8-05Sacnon92 Conditions applies wnere supplementary reinforcement in confeyrnanca with ACl 318 05 Secnon O 4 4 is 101 p/ovnded or where puitout or pryoul strength governs For cases where the presence of suooiemeniarY reinforcement can be verified, the strength reducnon factors win Conation A may be used Page 9 of 14 ESR 1917 01c D (Ufl- h i n,.... s > smna(c > edged/stance c FIGURE 4—INTERPOLATION OF MINIMUM EDGE DISTANCE AND ANCHOR SPAC/NG TABLE 5—MEAN AXIAL STIFFNESS VALUES (J FOR KB-TZ CARBON AND STAINLESS STEEL ANCHORS IN NORMAL-WEIGHT CONCRETE (10Jpounds/in.;' Concrete condition uncracked concreie cracked concrete 'Mean values shown carbon steel KB TZ all diameters 700 stainless steel KB-TZ all diameters 120 90 may vary i.o»Mile"dWy yeoenoing on concreie slrengih. loading and geomelry of application TABLE 6—KB-TZ CARBON AND STAINLESS STEEL ALLOWABLE STATIC TENSION (ASD), NORMAL-WEIGHT UNCRACKED CONCRETE. CONDITION 8 (pounds)1.2. J Concrete Compressive Strength Nominal I Embedment Ancnor / Depth h* Diamelei / (in I SI I Ibl = 4 45 N. I psi - 0 00689 WPa For pound inch unifs I mm - 0 03937 inches Values are for single anchors with no edge distance or spacing reduction For other cases, calculation of Ra as per ACI 318-05 and conversion lo ASD in accordance wlh Section 4- 2 I Eq (5) of t/iis report is required Values are for normal weigh! concreie For sand-lighrweight concreie. multiply values by 0 60 'Condition 8 applies where supplementary reinforcement in conformance wilh ACI 318-05 Section D 44 is not provided, or where pullout or pryoul strength governs For cases where the presence of supplementary reinforcement can be verified, the strength reduction factors associated with Condition A may be used Page 10 of 14 ESR-1917 TABLE 7-KB-TZ CARBON AND STAINLESS STEEL ALLOWABLE STATIC TENSION fASO). NORMAL-WEIGHT CRACKED CONCRETE. CONDITION B (pounds)'13 Concrete Compressive Slrengtn' fc = 3.000 psi 3458 3 139 4 475 Stainless steel 1.190 1.617 2.533 2.388 2.970 4.125 4.475 rc = 4.000 psi fc = 6 000 psi Carbon steel 1.333 1.412 2.886 2.758 3.994 3.625 5.168 Stainless steel Carbon steel Stainless sieel I 374 I 633 i 683 I 868 I 7?9 2287 2.925 3.535 3.582 2.758 3.377 3430 4891 3 377 420) 4 763 4 440 5 168 6 329 5833 6329 For SI I Ibf = 4 45 N I psi = 0 00689 MPa For pound inch units I mm = 003937 inches Values are for single ancfiors iwith no edge distance or spacing reduction For other cases, calculation of Ra as per ACl 318-05 and conversion lo ASD in accordance «>lh Section 4 2 I Eq (5) is required Values are for normal weight concrete For sand-lightweight concrete, multiply values by 0 60 'Condition B applies where supplementary reinforcement in conformance wilfi ACl 318-05 Section D 4 4 is not provided or where pu'lout ot pryout strength governs For cases where the presence ot supplementary reinforcement can be verified the strength reduction factors associated with Condition A may be used TABLE 8-KB-TZ CARBON AND STAINLESS STEEL ALLOWABLE STATIC SHEAR LOAD (ASD). (pounds) Allowable Steel Capacity. Static Shear Carbon Steel 1 Stainless Steel 1 669 L 9/4 4901 r-396 / 2.661 I 3.194 1 5.495 1 9.309 / 45 N Values are foi single anchors with no edge distance or spacing reduction due to concrete failure -7 7•*• > Page 11 of 1 ESR-1917 TABLE 9—KB TZ CARBON AND STAINLESS STEEL ALLOWABLE SEISMIC TENSION (ASD). NORMAL-WEIGHT CRACKED CONCRETE. CONDITION B (pounds)'* J Concrete Compressiva Strength For SI IIW = <t 45 N i psi r 000589 MPa For pound-inch units 1 mm = (103937 inches Values are for single anchors with no edge distance or spacing reduction For other cases, calculation of RO as per ACl 318-05 and conversion to ASO m accordance with Section 4 ? I Eq (5) is required 'Values are for normal weight concrete For sand-lightweight concrete, multply values by 0 60 'Condition 8 applies i»here supplementary reinforcement in confbrmance vrih ACl 3)8-05 Section 0 4 * is not provided, or where pultout or pryout strength governs For cases where trie presence of supplementary reinforcement can be venfied the strength reduction factors associated with Condition A may be used TABLE 10—KB-TZ CARBON AND STAINLESS STEEL ALLOWABLE SEISMIC SHEAR LOAD fASD). (pounds) Nominal / Allowable Steel Capacity. Seismic Shear Anchoi I j Dimeter | Carbon Steel I Stainless Steel 999 2.839 4.678 1.252 1049 5.245 6.313 6.477 For SI I »bf - 1 45 N 'Values are lor single anchors with no edge dislance or spacing reduction due to concrete failure . Page 12 of 14 ESR-I9T7 TABLE I1-KB TZ CARBON STEEL ALLOWABLE TENSION AND SHEAR LOADS (ASD). INSTALLED INTO THE UNDERSIDE OF A STRUCTURAL SAND LIGHTWEIGHT CONCRETE OVER METAL DECK SLAB/ , . i ?)(pounds) f NOMINAL ANCHOR DIAMETER 3/8 1/2 1/2 i V8 | 5/8 J_ | EMBEDMENT / DEPTH, h,, 1 (inches) J 2 1 2 I 3-I/4 f 3- 1/8 1 4 I TENSION SEISMIC* 709 . ._._ , 709 1.272 971 2.255 TENSION T NONSEISMIC5 1 743 1 743 1 1.333 1 1.017 f 2362 [ SHEAR SEISMIC4 I 944 1 1.330 / 2 . 1 92 1 2039 1 2677 1 SHEAR NONSEISM 989 1.393 2.296 2 136 2.804 For S' I ol' = <1 45 N I incfi=25 4 mm 'Pulloul strength values A/aMet are for anchors installed in slruclural sand lightweight concrete having a minimum 2.500 psi compressive strength at the time of installation See TaWe 3. The values listed in fable I I have been calculated a ssuming a minimum 3.000 psi concrete compressive strength The pultout strengths may be adjusted for other lightweight concrete compressive strengths in accordance with Section 415 using the following reduction equation. a fc = /Vfl (Ib PS.)' Npaec»r< - NatttOl (N MPa)' 1/17? ' rh/s equation can oe used lor structural sand /ighrweighr concrete compressive sirengths between 2 500 psi and 4 000 psi ( i 7 MPa and 28 MPa) 'Winin iiioi ani.no< sparing =iiong the f'tjie snail tie ihe- greater of 3 0/v °' ' ^ nmes (he 'luie width m accoiclance with Section i > J 'Ancfii'usm irre tower Uuie n<ay be msia/ied with d maximum i -inch offsei meiinei direction See Figure 5 ' AllowaW? seismic lension anrJ shear loads ^irp calruwierj by mulnplying Nacelt gnrj v., .Kcf by the srrengm recd/cfion O> factor o/ 0 K.S IMP .pismir redurnon (D factor of n 75 3r< nrrling in ACl 3 IS 03 3 3 anrf (he d'virj'ng ov dn ,., of ' I -n accordance with ' ' ' ribeismit lension and shear loads are calculated Dy muliiplying N,M, and vsafc, by the strengin reduction tp factor of 0 65 and dividing by an o of I 4 in accordance with Sect/on 4.2 i Allowable nonseismc loads are calculated assuming the iightweigfit concrete over metal deck is cracked Page 13 of 14 ESR-1917 s <<n o If MIN jooo PSI NORMAL OR SAND LiGHJW&GHl CONCRETE 2Q GAUGE STEEL w DECK LOWER FLUTE (RIDGE) FIGURE 5—INSTALLATION IN THE SOFFIT OF CONCRETE OVER METAL DECK FLOOR AND ROOF ASSEMBLIES • Page 14 of Given Two '/?-inch KB- TZ anchors under static tension load as shown />./ = 3 25 m Normal wt concrele fc = 3.000 psi No supplementary reinforcing Assume uncracked concrete Condition Bpe/ACl 318 04 4c) Calculate the allowable tension load for this configuration 1 5/J. s = 6 A-A Calculation per ACI 318 02 Appends D and ihis report Code / Report Ref / Ref Step 1 Calculate steel capacity <»/V -QnAj^ -Q 75 < 2 < 0 101 * 106.000 = I6059ib Check whether fui is not greater than I 9fy,and 125.000 psi Step 3 Calculate concrete breakout strength of anchor in tension "Nf~ N CO Step 3a Verify minimum member thickness spacing and edge distance „„ = 6 in < 6 m ok 2375 5 75slope =30 35 2375 For C = 4 in TD I) 875 • :^ I/S..I hin ,,S - "• /5 .(.•' US J fill l •n^l ! ' , Step3t) for AH r neri- / Sr,_ - I 5f ) 25) = J 88 Slef 3t: Calculate 4VU dr»j 4^ lot the anchorage A yi - 9 < (3 25)' = 95 i.r> ^ ={1 Sh,, +c)(3hil « s; = [l 5<f325)^4]f3'(325)'6|= 1398m' ^2 ^ oh Step 3d Determine»/,, N eN--0 VK/J=I Step 3e Calculate N0 A/0 ^ ^ ^/f /7f/'s = 17 * /.1.000 x 3 25's = 5,456 Ib Step 3f Calculate modification factor for edge distance tufd # - 0 J *0 ) = 0 95 I 5(3 25) Step 3g <ct AI =' 11 (uncrackedconcrele) Step 3h Calculate modification factor for splitting Vtp N -. max 065>OSJ - controls Step 3i Calculate d>/vcl)g (PA/CDp 0 65 x '39 8 x i oo x 0 95 •. I 4 I < 5.456 x 0 65 = 4.539 Ib 95 l Slep 4 Check pulloul strength Per Table 3. Step 5 Controlling strength JPA/coy - 4.539 Ib < OnA^ < ®A/S Step 6. Convert value lo ASD = *'"9 = I =3.242 Ib 75 - 0 65x2x5.515 Ib ffooo = 7".852 Ib >4539 . OK, V2.500 controls F/GURE 6—EXAMPLE CALCULATION Check A License Contractor's License Detail Page 1 of2 Skip to CSLB Home | Content | Footer | Accessibility ( \Search Department of Consumer Affairs Contractors State Lic0nisel5oard About CSLB CSLB Newsroom Board and Committee Meetings Disaster Information Center CSLB Library Frequently Asked Questions Online Services « Check A License or HIS Registration e Filing a Construction Complaint • Processing Times • Check Application Status » Search for a Surety Bond Insurance Company • Search for a Workers' Compensation Company How to Participate /'\ DISCLAIMER A license status check provides information taken from the CSLB license database Before relying on this information, you should be awai the following limitations • CSLB complaint disclosure is restricted by law (B&P_7124_6) If this entity is subject to pu complaint disclosure, a link for complaint disclosure will appear below Click on the link 01 obtain complaint and/or legal action information • Per B&P_7Q71_1Z, only construction related civil judgments reported to the CSLB are disc • Arbitrations are not listed unless the contractor fails to comply with the terms of the arbitr, • Due to workload, there may be relevant information that has not yet been entered onto th license database License Number Business Information 791074^ RUSSELL-FILAND BUILDERS INC 18001 N 79TH AVENUE SUITE C56 GLENDALE, AZ 85308 Business Phone Number (623) 412-8999 Extract Date 09/12/21 Entity Issue Date Corporation 02/07/2001 Expire Date 02/28/2009 License Status This license is current and active All information below should b reviewed Classifications CLASS I DESCRIPTION GENERAL BUILDING CONTRACTOR Bonding CONTRACTOR'S BOND This license filed Contractor's Bond number LS1182088 in the am of $12,500 with the bonding company NORTH AMERICAN SPECIALTY INSURANCE COMPANY Effective Date 01/01/2007 Contractor's Bonding History BOND OF QUALIFYING INDIVIDUAL The Responsible Managing Officer (RMO) SHELLY DIAN FIL certified that he/she owns 10 percent or more of the voting stock/equity of the corporation A bond of qualifying individual not required Effective Date 12/16/2003 http //www2 cslb ca gov/General-Information/mteractive-tools/check-a-license/License+ 09/12/2008 Check A License Contractor's License Detail Page 2 of2 Workers' Compensation BQI's Bonding History This license has workers compensation insurance with the TRANSPORTATION INSURANCE COMPANY Policy Number 2084946900 Effective Date 12/01/2007 Expire Date 12/01/2008 Workers' Compensation History Personnel listed on this license (current or disassociated) are listed on other licenses Personnel List I Other Licenses Consumers | Contractors | Applicants | Journeymen | Public Works | Building Officials | General Info CSLB Home | Conditions of Use | Privacy | Contact CSLB Copyright © 2007 State of California http //www2 cslb ca gov/General-Information/interactive-tools/check-a-hcense/License+ 09/12/2008