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Home My WebLink About1979 PALOMAR OAKS WAY; ; CBC2023-0259; PermitBuilding Permit Finaled Ccityof Carlsbad Commercial Permit Print Date: 06/04/2024 Job Address: 1979 PALOMAR OAKS WAY, CARLSBAD, CA 92011-1307 Permit No: Status: CBC2023-0259 Closed -Finaled Permit Type: BLDG-Commercial Work Class: Tenant Improvement Parcel#: Valuation: Occupancy Group: #of Dwelling Units: Bedrooms: Bathrooms: Occupant Load: Code Edition: Sprinkled: Project Title: 2130922100 Track#: $15,101.68 Lot#: Project#: Plan#: Construction Type: Orig. Plan Check#: Plan Check#: Applied: 08/18/2023 Issued: 01/23/2024 Finaled Close Out: 06/04/2024 Final Inspection: 05/07/2024 INSPECTOR: Kersch, Tim Description: VERSUM MATERIALS US: 282 SF Tl TO INSTALL 3 VERTICAL STORAGE MODULES IN EXISTING FACILTITY // ADDITONAL SPRINKLER WORK; NO CHANGE OF USE Property Owner: VERSUM MATERIALS US LLC 8555 RIVER PKWY TEMPE, AZ 85284-2601 FEE BUILDING PLAN CHECK BUILDING PLAN REVIEW -MINOR PROJECTS (LOE) BUILDING PLAN REVIEW -MINOR PROJECTS (PLN) CERTIFICATE OF OCCUPANCY COMM/IND Tl -STRUCTURAL FIRE S Occupancies< 50,000sq. ft. Tl SB1473 -GREEN BUILDING STATE STANDARDS FEE STRONG MOTION -COMMERCIAL (SMIP) Total Fees: $2,120.03 Total Payments To Date: $2,120.03 Contractor: RAYMOND HANDLING SOLUTIONS INC 9939 NORWALK BLVD SANTA FE SPRINGS, CA 90670-3321 (562) 944-8067 Balance Due: AMOUNT $501.80 $197.00 $104.00 $20.00 $821.00 $471.00 $1.00 $4.23 $0.00 Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. Building Division Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov (cityof Carlsbad Job Address 1979 Palomar Oaks Way COMMERCIAL BUILDING PERMIT APPLICATION 8-2 Plan Check Est. Value PC Deposit Date Suite: APN: 2130922100 ·----- Tenant Name#: EMD Electronic Lot#: Year Built: ------------------------------- Year Built: __ _ Occu pancy:_S_-1 __ Construction Type: I11-B Fire sprinklers@ES0NO A/C:0YES0No BRIEF DESCRIPTION OF WORK: installation of (3) vertical storage modules In existing facility. Sprinkler work (installation of sprinkler head(s] in each unit) and electrical work to be deferred. D Addition/New: ____________ New SF and Use, __________ New SF and Use _______ SF Deck, _______ SF Patio Cover, SF Other (Specify) ____ _ [{]Tenant Improvement: _2_8_2 ____ SF, Existing Use: _s_-1 ______ Proposed Use: _s_-1 _____ _ _____ SF, Existing Use: Proposed Use: ______ _ D Pool/Spa: _____ SF Additional Gas or Electrical Features? ____________ _ D Solar: ___ KW, ___ Modules, Mounted:0Roof 0Ground D Re roof: _____________________________________ _ D Plumbing/Mechanical/Electrical D Other:-------------------------------------- APPLICANT (PRIMARY CONTACT) PROPERTY OWNER Name: Raymond Handling Solutions Inc Name: Versum Materials US, LLC. Address· 9939 Norwalk Blvd Address: 1 Technology Place City· Santa Fe Springs State: CA Zip:_9_06_7_o __ City: Rockland State: MA Zip:_0_27_0_3 __ _ Phone· 503.260.4347 Phone: 760-603-2274 Email· edward.schoch@raymondwest.com Email: Joseph-BenjamlnFerrer@versummaterlals.com DESIGN PROFESSIONAL Name: Enhao Zhang Address: 1815 Wright Ave City· La Verne State:_C_A __ Zip: 91750 Phone: 909.596.1351 Email: bob@scedinc.com Architect State License: _9_2_77_8_(_P_E_#_) ______ _ CONTRACTOR OF RECORD Business Name: Raymond Handling Solutions Inc Address: 9939 Norwalk Blvd City: Santa Fe Springs State: CA Zip:_9_0_67_o ____ _ Phone: 503.260.4347 Em a i I: edward.schoch@raymondwest.com CSLB License#: 842707 Class: B -------- Carlsbad Business License# (Required): BLOS1220365 APPLICANT CERT/A CAT/ON: I certify that I have read the application and state that the above information is correct and that the information on theplansisaccurate. /agree to comply with all City ordinances and State laws relating to building construction. () I\ !;;'. /).A_ ~ A NAME (PRINT): {3,f 1"4-\ S fq> (// ( f"'TPh·.442-339-27S119GFaNx·.:7::: 558 DATE: 0 (. 2 3' 2. T 1635 Faraday Ave Carlsbad, CA 92008 --ov--Email: Bullding@carlsbadca.gov REV. 07/21 THIS PAGE REQUIRED AT PERMIT ISSUANCE PLAN CHECK NUMBER: ______ _ A BUILDING PERMIT CAN BE ISSUED TO EITHER A STATE LICENSED CONTRACTOR OR A PROPERTY OWNER. IF THE PERSON SIGNING THIS FORM IS AN AGENT FOR EITHER ENTITY AN AUTHORIZATION FORM OR LETTER IS REQUIRED PRIOR TO PERMIT ISSUANCE. (OPTION A): LICENSED CONTRACTOR DECLARATION: lherebyaffirmunderpenaltyofperjurythatlamlicensedunderprovisionsofChapter9(commencingwithSection7000)ofDivision3 of the Business and Professions Code, and my license is in full f orce and effect. I also affirm under penalty of perjury one of the following declarations {CHOOSE ONE): D1 have and will maintain a certificate of consent to self-insure for workers' compensation provided by Section 3700 of the Labor Code, for the performance of the work which this permit is issued. PolicyNo. ______________________________________ _ -OR- ~I have and will maintain worker's compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Insurance Company Name: _z_url_ch_Am_e_rlca_n_ln_su_ra_n_ce_c_o_m.:...pa_n.:...y __________ _ Policy No. WC4637s1011 Expiration Date: -'04-'1-'01_12_0_24 ____________ _ -OR- O certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to 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 $100,000.00, in addition the to the cost of compensation, damages as provided for in Section 3706 of the Labor Code, interest and attorney's fees. UCTION LENDING AGENCY IF ANY: NA onstruction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). CONTRACTOR CERT/FICA T/ON: I certify that/ haverearr?f-..,,nn icationandstate that the above information is correct and that the information on the plans is accurate. I agree to comply with all ces and State laws relating to building construction. NAME (PRINT): Note: If the person signing above is an authorized agent for the contractor provide a letter of aut rization on contractor letterhead. PTION B): OWNER-BUILDER DECLARATION: NA -OR - I he affirm that I am exempt from Contractor's License Law for the following reason: n I, as own f 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. ~44, Business an fessions 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 • 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 completio , e owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). -OR- D1, as owner of the property, am exclusiv contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an o er of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). -OR-□, am exempt under Business and Professions Code Division 3, A D, D FORM B-61 "Owner Builder Acknowledgement and Verification Form" is required for an By my signature below I acknowledge that, except for my personal residence in which I must have resi for at least one year prior to completion of the improvements covered by this permit, I cannot legally sell a structure that I have built as an owner-builder i as not been constructed in its entirety by licensed contractors./ understand that a copy of the applicable law, Section 7044 of the Business and Professions Code, is a submitted or at the following Web site: http: I !www.leginfo.ca.gov! ca law. html. OWNER CERT/FICA TION: Jcertifythatl have read the application and state that the above information orrectand that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to construction. NAME (PRINT): SIGN: __________ DATE: _____ _;:,,,~ Note: If the person signing above is an authorized agent for the property owner include form B-62 signed by property owner. 1635 Faraday Ave Carlsbad, CA 92008 Ph: 442-339-2719 Fax: 760-602-8558 Email: Building@carlsbadca.gov 2 REV. 07/21 Building Permit Inspection History Finaled {city of Carlsbad PERMIT INSPECTION HISTORY for (CBC2023-0259) Permit Type: BLDG-Commercial Work Class: Tenant Improvement Application Date: 08/18/2023 Owner: TRUST VERSUM MATERIALS US LLC Issue Date: 01/23/2024 Subdivision: PARCEL MAP NO 12354 Status: Closed -Finaled Expiration Date: 11/04/2024 IVR Number: 51428 Scheduled Actual Inspection Type Inspection No. Date Start Date 05/07/2024 05/07/2024 BLDG-14 247492-2024 Tuesday, June 4, 2024 Frame/Steel/Bolting/We lding (Decks) Checklist Item BLDG-Building Deficiency COMMENTS BLDG-Final Inspection 247493-2024 Checklist Item COMMENTS BLDG-Building Deficiency BLDG-Plumbing Final BLDG-Mechanical Final BLDG-Structural Final BLDG-Electrical Final Inspection Status Passed Passed Address: 1979 PALOMAR OAKS WAY CARLSBAD, CA 92011-1307 Primary Inspector Reinspection Tim Kersch Passed Yes Tim Kersch Passed Yes Yes Yes Yes Yes Inspection Complete Complete Page 1 of 1 C City of Carlsbad SPECIAL INSPECTION AGREEMENT B-45 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov In accordance with Chapter 17 of the California Building Code the following must be completed when work being performed requires special Inspection, structural observation and construction material testing. ProjecUPermit: ---------Project Address: 1979 Palomar Oaks Way A. THIS SECTION MUST BE COMPLETED BY THE PROPERTY OWNER/AUTHORIZED AGENT. Please check if you are Owner-Builder □. (If you checked as owner-builder you must also complete Section B of this agreement.) Name: (Please print) h be.r+ t{-· (First) (M.I.) Mailing Address· / <J6, 7 P tl-/~1'1.cr O a.~5 (.J~ Email· Cob• clttpk""-<?.e efl"\J..% <bu f , Con Phone: Cd cr201r 1roo -~os-2201 I am: ~Property Owner □Property Owner's Agent of Record □Architect of Record □Engineer of Record State of California Registration Numbe • Expiration Date: _______ _ AGREEMENT: I, the undersigned, declare under penalty of perjury under the laws of the State of California, that I have read, understand, acknowledge and promise to comply with the City of Carlsbad requirements for special inspections, structural observations, constructi t ial estin and off-sit abr' ation of building components, as prescribed in the statement of special inspections noted t 'a roV/ pl nd r ired by the California Building Code. Signatur • f ) Date: 0 2 A-'4 ;).o 23 B. CONTRACTOR'S STATEMENT OF RESPONSIBILITY (07 CBC, Ch 17, Section 1706). This section must be completed by the contractor I builder / owner-builder. contractor's company Name: Raymond Handling Solutions Name: (Please print) Edward R S c hoc h (First) (M.I.) Mailing Address: 31 48 NE 181st Ave, Portland OR 97217 Please check if you are Owner-Builder D (Last) Email: e dward.scho ch@ raymondwest.com Phone: 503.260.4347 State of California Contractor's License Number:_8_4_2_7_0_7 ______ Expiration Date: 713112024 • I acknowledge and, am aware, of special requirements contained in the statement of special inspections noted on the approved plans; • I acknowledge that control will be exercised to obtain conformance with the construction documents approved by the building official; • I will have in-place procedures for exercising control within our (the contractor's) organization, for the method and frequency of reporting and the distribution of the reports; and • I certify that I will have a qualified person within our (the contractor's) organization to exercise such control. • I will provide a final report/ letter in compliance with CBC Section 1704.1.2 prior to requesting final inspection. Date: 7/25/2023 B-45 Page 1 of 1 Rev. 03/20 Structural Engineering OC") c,') ON ■A ~ 0 .. ., N N ft.I N-,, O')~ c;, o..- C") ..-..- N M N 0 N (.) $ Design, Inc. al (.) 1815 Wright Ave La Verne, CA91750 Phone: 909'.596.1351 Fax: 909.596.7186 Prqject Name : E:MD GROUP Prqject Number : .23-0628-10 Date : 10/26/23 Street,Address: 1969 PALOMAR OAKS WAY City/State : CARLSBAD, CA 92011 Scope of Work: VLM 10/26/23 .. Structural Engin~ering & Design 1816 Wright Aye. la Verne CA 91760 Tel: 909 698 1361 Fax· 909,693.8661 By: Bobs Project: EMO Grp Project#: 23-0628-10 Design Data Configuration: SHUTTLE XP XL0-700 140 in H x 123 L x 109.45 D 1) The analyses of the storage equipment conforms to the requirements of the 2022 CBC & ASCE 7-16 2) Anchor bolts shall be provided by Installer per ICC ref.erence on the calculations herein. The Installer must provide any special Inspection as called out on plans or calculations, or as required by the !CCC report Indicated herein. 3) All welds shall conform to AWS procedures, utilizing E70xx electrodes or similar. All such welds shall be performed In shop, with no field welding allowed other than those supervised by a licensed deputy Inspector. 4) The slab on grade Is 5" thick with minimum 4000 psi compressive strength. Soll bearing capacity Is 750 psf. Configuration: SHUTTLE XP XL0-700 140 in H x 123 L x 109.45 D D SHUTTLE XP XLD-700 Typical Carousel System Page -,z_ of ~ H Configuration D= 109.45 In H= 140.00 In L= 123.00 In Dead Load= 6,063 lb Live Load= 16,005 lb Anchors= (8) 5/8" diam x 3-1/8" Embed HIit! TZ2 #4266 per base I t I - I I I .. .. Structural Engineering & Design Inc. 1816 Wright Ave La Verne CA 91760 Tel· 909 696.1361 Fax· 909 693 8661 By: Bobs Project: EMO Grp Project#: 23-0628-10 Seismic Forces Configuration: SHUTTLE XP XLD-700140 in H x 123 L x 109.45 D Lateral analysis Is performed with regard to 2018 IBC & ASCE 7-16 _Vaq12.■-2= Sos*I*W/R Veq13.n= 0.4 * ap * S09 * W * {1 + 2*z/h)/(Rp/Ip) Veq 13.3·3= 0.3* Sos * Ip * W Sos= Fa * Ss * (2/3) C 0,73560 Veq12.8-2= 0.2942 Veq 13-.3-1= 0.1177 Veq 13.3-3= 0.2207 Cs=Selsmlc Coeff= 0.2942 V= 0.2942 W-DL= 6,063 lb W-LL= 16,005 lb Weff= 22,068 lb (Either Direction) V= 0.2942 * (6063 lb + 16005 lb) = 6,492 lb H= 140.0 In Depth= 109.5 In Eve 0.147 * 22068 lb = 3,244 lb Vrr1,n= 0.015 (RMI Sec 2.5.1.2) Ss= 1.00 S1= 0.37 Fa= 1.10 Fv= 1.93 R= 2.50 Ip= 1.00 PLRF= 1.00 ap= 1.0 Rp= 2.5 z/h= 0.00 0.9-0.2Sds= 0.753 Evc:0,2Sds= 0.147 I V H T H/2 Carousel Side Elevat!on Anchor Movt= (V * H/2 + Ev*D/2) * Q = 1,579,919 In-lb Load Case 1: (DL +LL+ E) = 434,070 In-lb Load case 2: (DL + E) T= (Movt-Mst)/D ·= 6,126 lb c: 1,683 lb Load Case 1: (0.9*DL +LL+ E) Load Case 1: (0.9*DL +LL+ E) Check (8) 5/8" diam x 3-1/8" Embed Hilti TZ2 anchor(s) unit. Special Inspection Is required per ICC #4266. Mst= [(0.9-0.2Sds) * WDL + (0.9-0.2Sds)*WLL) * D/2 = (6063 lb*0.753 + 16005 lb*0.753) * 109.45 ln/2 = 909,376 In-lb Load case 1: (0.9*DL +LL+ E) = 249,844 In-lb Load Case 2: (DL + E) Tmax= 6,126 lb Qty anchors per side= 4 Tension per anchor= 1,532 lb Shear/Anchor*2.5= 2,030 lb per side per side Demand load Demand load Page"!> of ·S- www.hlltl.us Company: Page: Specifier: Project: Address: Sub-Project I Pos. No.: Phone I Fax: Date: E-Mail: ,:iis., Profis Anchor 2.7 .5 1 EMO Grp 23-0628-10 10/24/2023 Specifier's comments: Machine Anchorage-CAP 1 Input data Anchor type and diameter: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off lnstallallon: Anchor plate: Profile: Base material: Installation: Reinforcement: Seismic loads (cat. C, D, E, or F) Geometry [in.] & Loading [lb, In.lb] Kwlk Bolt TZ -cs 5/8 (3 1/8) h01,ac( = 3.125 In., hnom = 3.563 In. Carbon Steel ESR-1917 5/1/201715/1/2019 Design method ACI 316-14 / Mech. eb = 0.000 In. (no stand-off); I = 0.375 In. I, x ly x t = 12.000 In. x 4.750 In. x 0.375 In.; (Recommended plate thickness: not calculated Round bars (AISC); (L x W x T) = 0,063 In. x 0.063 In. x 0.000 In. cracked concrete, 4000, f0' = 4000 psi; h "'5.000 In. hammer drilled hole, Installation condition: Dry tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Tension load: yes (17.2.3.4.3 (d)) Shear load: yes (17.2.3.5.3 (c)) ' it ' Q u.s• :. o _ _::..,---; . . Input dafa and reoub mu,t be checked for agreement with the exlal!ng conditions and for plauslbllllyl PROF(S Anchor ( c) 2003-2009 HIIU AG, A.-9494 Schaan HIil is a registered Trademark ol Hlttl AG, Schaan 4./ I , , i I www.hlltl.us Company: Specifier: Address: Phone I Fax: E-Mail: 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [lb] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x 1 1507 2030 2 1826 2030 max. concrete compressive strain: 0.11 [%.] max. conorete compressive stress: 467 [psi) resulting tension force in (x/y)=(-0.3821-0.178): 3334 [lb] resulting compression force In (x/y)=(-4. 728/-2.205): 270 (lb) 3 Tension load 0 0 Shear force y 2030 2030 Page: Project: Sub-Project I Pos. No.: Date: Compression ,:,is.a, Profis Anchor 2.7.6 2 EMDGrp 23-0628-10 10124/2023 y 0 Tension Steel Strength• Pullout Strength• Load Nu• [lb] 1826 NIA 3334 Capacity ♦ Nn [lb] 12877 NIA 4949 Utilization µ.. = NuJ♦ Nn 15 NIA 68 Status OK cor:icrele Breakout Strength•• • anchor having the highest loading .. anchor group (anchors In tension) 3.1 Steel Strength N,. = ESR value f N11 2: Nu1 Varlabl~ A.e~ [ln.2] 0.16 Calculations N .. (lb) 17170 Results N01 [lb] 17170 refer to ICC-ES ESR-1917 ACI 318-14 Table 17.3.1.1 fu1. [psi) 106000 ~ olool 750 f nonduclllo 1.000 4, N,.[lb] 12877 Input data and results mus! be checked tor agreement with the existing conditions and for plauslbllltyl PROFIS Anchor ( c) 2003-2009 HIit! AG, Fl-9494 SChaan HIIII Is a registered Trademark of HIIIJ AG, Schaan "f•.1- Nua [lb) 1826 . NIA OK www.hlltl.us .Page: Project: Company:· Specifier: Address: Sub-Project I Pos. No.: Phone I Fax: E-Mail: 3.2 Concrete Breakout Strength Ncbg = (~)' ljl oc.N ljl ed,N 'V c,N ljl cp.N Nb ~ Nc1,g ~ Nu, ~. see ACI 318-14, Section 17.4.2.1, Fig. R 17.4.2.1(b) ~.o = 9h~, 'V••.N = (1 +i~):S1.0 ljl ed,N : 0.7 + 0.3 ( ~.•5h:) :S 1.0 = MAX(c•,mh, 1.5ho1) :S 1.0 ljl cp.N Cao C.c N b = kc A.• ../(. h!;6 Variables h01[1n.) e01:!Jln.J e.2.N [In.] 3.125 0. 2 0.072 C.c [In.) kc A,. 6.500 17 1.000 Calculations ~.11n.2J ~c0 [ln.2] 6ec1g 164.95 87.89 .92 Results N,[lb) 1o 51 4' concrete 0.650 ~ oelomlc 0.750 Date: ACI 318-14 Eq. (17.4.2.1b) ACI 318-14 Table 17.3.1.1 ACI 318-14 Eq. (17.4.2.1c) ACI 318-14 Eq. (17.4.2.4) ACI 318-14 Eq. (17.4.2.Sb) ACI 318-14 Eq. (17.4.2.7b) ACI 318-14 Eq. (17.4.2.2a) Ca,mh [In.] 20.000 'I'&) 1. o (0 [psi] 4000 "·;s 0. ,nonolucllle 1.000 Input data and n1sults must be chocked lor agreement with tile existing condMlons and for plauslblllyl PROFIS AnchOr ( c) '2003-2009 HIIII AG, FL-9494 Schaen Hill ls a reglalered Trademark or Hlltl AG, Schaen 4~ Nu, [lb] 3334 ,:,is.:•· Profis Anchor 2.7.6 3 EMO Grp 23-0628-10 10/24/2023 5940 ,:11s-• www.hlltl.us Profis Anchor 2.7.5 Company: Page: 4 Specifier: Project: Address: Sub-Project I Pos. No.: EMD Grp 23-0628-10 10/24/2023 Phone I Fax: E-Mail: 4 Shear load steel strength• Steel failure {with lever arm)• Pryout Strength .. Concrete edge failure In direction y+** Load Vu. [lb] 2030 NIA 4060 4060 Date: Capacity ♦ Vn [lb] 4940 NIA 15606 9028 • anchor having the highest load Ing 0 anchor {iroup (relevant anchors) 4.1 Steel Strength v .. ,oq = ESR value ♦ v.lNI.: Vu•a refer to ICC-ES ESR-1917 ACI 318-14 Table 17.3.1 .1 Variables A,,v (lh.2) 0.16 Calculations V0,~b] 7 Results V01!~b] 7 4.2 Pryout Strength '••• (psi] 106000 ! nonructlle 1.000 Vor,g = k.,p [(~) 'I' oot-1 'I' ed.N If/ o,N 'I' opt-I Nb] f Vopg .!: Vua ~. see ACI 318-14, Section 17.4.2.1, Fig. R 1-7.4.2.1(b) ~c0 -= 9 h!r 'l'oot-1 = (1 + ~eN) S 1.0 3 her If/ ed,N = 0. 7 + 0,3 ( ~5h:) s 1.0 'I' opt-I = MAX(~. 1 ·5h•') S 1.0 . C•o Cao Nb = k., ;\. a ,ff. h!j6 Variables ~ h., [In.] 3.125 'f' c.N 0,0 [In.] 1.000 6.500 Calculations ~.[ln.2] ANc0 [ln.2] 164.95 87,89 Results V~[lb] 2 95 ♦ conerele 0.700 e.11-1 (in.] 0.000 17 ~ oel,mlo 1.000 t V,. [lb] 4940 Vu, [lb] 2030 ACI 318-14 Eq. (17.5.3.1b) ACI 318-14 Table ff3.1.1 ACI 318-14 Eq. (17.4.2.1c) ACI 318-14 Eq. (17.4.2.4) ACI 318-14 Eq. (17.4.2.5b) ACI 318-14 Eq . .(17.4.2.7b) ACI 318-14 Eq. (17.4.2.2a) Cam'-[in.] ~0.000 (0 [psi] 1.000 4000 ♦ non<IJolllo 1.000 Input dab! and 1&aulla must be checked for agreomont with tho exloUng condltJona and for plauolbllltyl PROFIS Anchor ( c ) 2003-2009 HIit! AG, Fl-9494 Schaan Hlltl la a regls!Dl8d Trademark of HOH AG, Schaan 4-1 Utilization llv = V.,.J♦ Vn Status 42 OK NIA NIA 27 OK 45 OK 5940 Vua [lb] 4060 www.hlltl.us Company: Specifier: Page: Project: Address: Phone I Fax: Sub-Project I Pos. No,: E-Mail: 4.3 Concrete edge failure In direction y+ V obg "' (~) ljl oc,V ljl od,V ljl o,V ljl h,V If' paralel,V Vb ~ Vc1,g :!: Vu• Avo seeACI 318-14, Section 17.5.2.1, Fig. R 17.5.2.1(b) Avo0 = 4.5 c!1 'l'oo,v =(1 +\e.)s1.o 3.c.1 If/ od,V =: 0.7 + 0.3( 1.~.J S 1.0 = -lff.•1 .!: 1.0 'l'h,V Y '-i,= vb =(7(t )°\1a-;);i,1 ./(.c!i6 Variables c.1 (in.J c.2 (In.] 18.667 20.000 10 (In.] "'. 3.125 1.000 Calculations Ave [ln.2] Avc0 [In. 2) 240.00 1568.00 Results v..;sBb) 12 7 pccncr.io 0.700 ecv [In.) 0.000 d, [In.] 0.625 5 Combined tension and shear loads Date: ACI 318-14 Eq. (17.5.2.1b) ACI 318-14 Table 17.3.1.1 ACI 318-14 Eq. (17.5.2.1c) ACI 318-14 Eq, (17,5.2.5) ACI 318-14 Eq, (17.5.2.6b) ACI 318-14 Eq. (17.5.2.8) ACI 318-14 Eq. (17.5.2.2a) ~ ha [In.) 1. 5,000 (C [psi] If:' parollel,V 4000 1,000 , nonducllle 1.000 Utilization 1-'N,v [%) 79 Status OK Input data and results mull be chockad for agr11ementwlth the exlsUng condtlons and for plauslbllltyl PROFIS Anchor ( c) 2003-2009 Hlltl AO, FL-9494 Schaan Hlltl II a reglslored Trademafk 01 Hlltl AG, Schaan 4:.,- Vu• [lb] 4060 ,:i,s., Profis Anchor 2.7.5 5 EMDGrp 23-0628-10 10/24/2023 I , ' ' i I www.hlltl.us Company: Specifier: Address: Phone I Fax: E-Mail: 6 Warnings Page: Project: Sub-Project I Pos. No.: Date: ,:,,s., Profis Anchor 2.7.5 6 EMDGrp 23-0628-10 10/24/2023 • The anchor design methods In PROFIS Anchor require rtgld anchor plates per current regulations (ETAG 001/Annex C, EOTA TR029, etc.). This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered -the anchor plate Is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design load Ing. PROFIS Anchor calculates the minimum required anchor plate thickness with FEM to limit the stre88 of the anchor plate based on the assumptions explained above. The proof If the rigid base plate assumption Is valld Is not carried out by PROFIS Anchor. Input data and results must be checked for agreement with the existing conditions and for plauslbilityl • Condition A applies when supplementary reinforcement Is used. The ¢> factor Is Increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. • Refer to the manufacturer's product literature for cleaning and lnstaliallon instructions. • Cliecking the transfer of loads Into the base material and the shear resistance are required In accordance with ACI 318 or the relevant standard I • An anchor design approach for structures assigned to Seismic Design Category C, D, E or F Is given in ACI 318-14, Chapter 17, Section 17.2.3.4.3 (a) that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case, the connection design (tension) shall satisfy the provisions of Section 17.2.3.4.3 (b), Section 17.2.3.4.3 (c), or Section 17.2.3.4.3 (d). The_ connection design (shear) shall satisfy the provisions of Section 17.2.3.5.3 (a), Section 17.2.3.5.3 (b), or Section 17.2.3.5.3 (c). • Section 17.2.3.4.3 (b) / Section 17.2.3.5.3 (a) require the attachment the anchors are connecting to the structure be designed to undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength. Section 17.2.3.4.3 (c) / Section 17.2.3.5.3 (b) waive the ductility requirements and require the anchors to be designed for the maximum tension 7 shear that can be transmitted to the anchors by a non-yielding attachment. Section 17 2.3.4.3 (d) / Section 17.2.3.5.3 (c) waive the ductility requirements and require the defi\lgn strength of the anchors to equal or exceed the maximum tension / shear obtained from design load combinations that include E, with E Increased by O)o, • Hlltl post-installed anchors shall be Installed In accordance with the HIIII Manufacturer's Printed Installation Instructions (MPII). Reference ACI 318-14, Section 17.8.1. Fastening meets the design criteria! Input data and resutts must b<I cheeked for agreement with the exlettng conditlone and for plauslbllltil PROFIS Anchor ( c ) 2003-2009 Hill AO, FL-949◄ SChaan Hlltl Is a reglslered Trademark of HIIU AG, Schaen 41o Structural Engineering & Design Inc. 1a16 Wright Ave La Verne CA 91760 Jel· 000 GBG 1361 fax· 909 693 a&a1 By: BobS Project: EMD Grp Project#: 23-0628-10 Slab on Grade Configuration: SHUTTLE XP XLD-700 140 in H x 123 L x 109.45 D Base Assembly Base wldth=B= 3.00 In Base Length=D= 3.00 In ~ fc= 4,000 psi tslab=t= 5,0 In phl=!Zl= 0.60 SQll fsoll= 750 psf Movt= 1,579,919 in°Ib Frame depth= 109.45 In # corumns=N= 8 Load Case 1: Product + Sel5mlc Product DL= 758 lb Product LL= 2,001 lb Puncture I Pu= 1.2PDL + 1.0PLL + 1,0*E = 6,519 lb Apunct= [(B+t)+(D+t)]*2*t = 160.0 lnA2 Slab Bending I Asoll= (P*144)/(fsoll) = 1,252 ln"2 X= (L-y)/2 = 1_1.2In Fb= S*(phl)*(fc)"0.5 = 189.74 PSI Load Case 2: Static Loads Puncture POL= 758Ib Pu= 1.2*PDL + l.6*PLL = 4,110 lb Apunct= [(B+t)+(D+t)1*2*t = 160 ln"2 Slab Bending Asoll= (Pu*144)/(fsoll) = 789 fnA2 X= (L-y)/2 = 7.Sln • Fb= S*(phi)*(fc)A0,5 = 189.74 psi p _, SLAB ELEVATION P-se!smic=E= Movt/Frame depth = 3,609 lb (Strength Design Loads) L= (Asoll)A0,5 = 35.38 In M= w*x"2/2 = (fsoll*x"2)/(144*2) = 326 In-lb Pll= 2,001 lb L= (Asoll)A0,5 = 28.09 in M= w*xA2/2 = (fsoll*xA2)/(144*2) = 148 In-lb Page 6" of S- Fpunct= 2.66*phl*sqrt(fc) = .100.9 psi fv/Pv= Pu/(Apunct*Fpunct) = 0.40 < 1.0OK y= (B*D)"0.5 + t*2 = 13.0 In 5-slab= 1 *t" 2/6 = 4.17 ln"3 fb/Fb= M/(S·slab*Fb) = 0.41 < 1.0OK Fpunct= 2.66*phl*sqrt(fc) = 100.9 psi fv/Fv= Pu/(Apunct*Fpunct) 0,25 < 1.0OK y= (S*D)"0.5 + t*2 = 13.0 In S-slab= 1 *t" 2/6 = 4.17 ln"3 fb/Fb= M/(S-slab*Fb) = 0.19 < 1.0, OK Structural Engineering & Design Inc. 1816 Wright Ave., La Verne, CA 91760 Tel: 909.698.1361 Fax: 909.693.8581 Appendix ~ ,,, I' l I ,I, ICC-ES Evaluation Report ESR-4266 m I . www.icc-es.org I (800) 423-6587 I (562)' 699-0543 DIVISION: 03 00 00-CONCRETE Section: 03 16 00-ConcreteAnchors DIVISION: 05 00 00-METALS Section: 05 0519-Post-lnstalled Concrete Anchors REPORT HOLDER: HILTI, INC. EVALUATION SUBJECT: HILTI KWIK BOLT TZ2 CARBON AND STAINLESS STEEL ANCHORS IN CRACKED AND UNCRACKED CONCRETE 1.0 EVALUATION SCOPE Compliance with the following codes: ■ 2021, 2018 and 2015 International Building Code® (IBC) ■ 2021, 2018 and 2015 International Residential Code® (IRC) For evaluation for compliance with the National Building Code of Canada® (NBCC), see listing report ELC-4266. For evaluation tor compllance with codes adopted by the Los Angeles Department of Building and Safety (LADBS), see ESR-4266 LABC and LARC Supplement. Property evaluated: Structural 2.0 USES The Hlltl Kwik Bolt TZ2 anchor (KB-TZ2) Is used as anchorage to resist static, wind, and seismic (Seismic Design Categories A through F) tension and shear loads In cracked and uncracked normal-weight concrete .and lightweight concrete having a specified compressive strength, f c, of 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa). The ¼-inch-, 3/e-inch-and ½-Inch diameter (6.4 mm, 9.5 mm and 12.7 mm) carbon steel KB-TZ2 anchors may be Installed in the topside of cracked and uncracked normal- weight or sand-lightweight concrete over metal deck having a minimum member thickness, hm1n,dock, as noted In Table 9 of this evaluation report and a .specified compressive strength, f c, of 3,000 psi to 8,500 psi (20. 7 MPa to 58.6 MPa) The ¼-inch-, 3/a-inch-, 1/2-inch-, 5/s-inch-and ¾-inch diameter (6.4 mm, 9.5 mm, 12.7 mm, 15.9 mm and 19.1 mm) carbon steel KB-TZ2 anchors may be installed in the soffit of cracked and uncracked normal-weight or sand-lightweight concrete over metal deck having a Reissued December 2021 Revised May 2023 . This report is subject to renewal December 2023. A Subsidiary of the International Code Council® minimum specified compressive strength, fc, of 3,000 psi (20.7 MPa). The anchoring system compl ies with anchors as described In Section 1901.3 of the 2021, 2018 and 2015 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 KB-TZ2: KB-TZ2 anchors are torque-controlled, mechanical expansion anchors. KB-TZ2 anchors consist of a stud (anchor body), wedge (expansion elements), nut, and washer. The anchor (carbon steel version) Is Illustrated In Figure 1. The stud is manufactured from carbon steel or AISI Type 304 or Type 316 stainless steel materials. Carbon steel KB-TZ2 anchors have a minimum 5 µm (0.0002 Inch) zinc-nickel plating. The expansion elements for the carbon steel KB-TZ2 anchors are fabricated from carbon steel or stainless steel. The expansion elements for the stainless steel KB-TZ2 anchors are fabricated from stainless steel. The hex nut for carbon steel conforms to ASTM A563-04, Grade A, and the hex nut for stainless -steel conforms to ASTM F594. The anchor body Is comprised of a high-strength rod threaded at one end and a tapered mandrel at the other end. The tapered mandrel is enclosed by a three-section expansion element. The expansion element movement Is restrained by the mandrel taper and by a collar. The anchor is installed in a predrilled hole with a hammer. When torque Is applied to the nut of the Installed anchor, the mandrel is drawn into the expansion element, which Is In tum expanded against the wall of the drilled hole. 3.2 Concrete: Normal-weight and lightweight concrete must conform to Sections 1903 and 1905 of the I BC. 3.3 Steel Deck Panels: Steel deck panels must be in accordance with the configuration in Figure 5A, Figure 58, Figure 5C and Figure 50 and have a minimum base steel thickness of 0.035 inch (0.899 mm, 20 gauge). Steel must comply with ASTM A653/A653M SS Grade 33 and have a minfmurn yield strength of 33,000 psi (228 MPa). 4.0 DESIGN AND INSTALLATION 4.1 Strength Design: 4.1.1 General: Design strength of anchors ·complying with the 2021 IBC, as well as Section R301.1 .3 of the 2021 IRC must be determined in accordance with ACI 318-19 Chapter 17 and this report. ICC-ES Evalllatlon Reports arc no/ to be co1Js/rucd'" rcprc.rc11ring acsthctlc.r or n11_v o//,,r allribmes not spcc(lioolly tl(/drc.rscd, 1101' arc /Irey to be const111ed •• ttJ "" t11tlorseme11t of the subject of the rtf)Qrl or a ,.,comm,iufa//011 /01· u, us,. Tlttr·• fs no wal'rt1111r by ICC Eva/11111/011 Se11,fct, uc:, express or Implied, as lo 1111y finding nr n/1,e,· mailer in th/,, repol'I, nl' as to a11y.111·oduct cnvcred hy the l't/>nrl. -- Copyright@ 2023 ICC Evaluation Service, LLC. All rights reserved. Page 1 of 16 ESR-4266 Most Widely Accepted and Trusted Design strength of anchors complying with the 2018 and 2015 IBC, as well as Section R301.1 .3 of the 2018 and 2015 IRC must be determined In accordance with ACI 318-14 Chapter 17 and this report. Design parameters provided in Table 4, Table 5, Table 6 and Table 7 of this report are based on the 2021 IBC (ACI 318-19), and 2018 and 2015 IBC (ACI 318-14) unless noted otherwise in Sections 4.1.1 through 4.1.12. The strength design of anchors must comply with ACI 318-19 17.5.1.2 or ACI 318-14 17.3.1, as applicable, except as required in ACI 318-19 17.10 or ACI 318-14 17.2.3, as applicable. Strength reduction factors, ¢, as given In ACI 318-19 17.5.3 or ACI 318-14 17.3.3, as applicable, and noted in Table 4, Table 5, Table 6, and Table 7 of this report, must be used for load combinations calculated in accordance with Section 1605.1 of the 2021 IBC or Section 1605.2 of the 2018 and 2015 IBC and Section 5.3 of ACI 318 (-19 and -14), as applicable. The value of f'c used in the calculations must be limited to a maximum of 8,000 psi (55.2 MPa), in accordance with ACI 318-19 17.3.1 or ACI 318-14 17.2.7, as applicable. 4.1.2 Requirements for Static Steel Strength in Tension: The nominal static steel strength, Nsa, of a single anchor In tension must be calculated in accordance with ACI 318--19 17.6.1.2 or ACI 318-1417.4.1.2, as applicable. The resulting N sa values are provided in Table 4 and Table 5 of this report. Strength reduction factors ¢ corresponding to ductile steel elements may be used. 4.1.3 Requirements for Static Concrete Breakout Strength In Tension: The nominal concrete breakout strength of a single anchor or group of anchors in tension, Neb or Nct,g, respectively, must be calculated in accordance wifh ACI 318-1917.6.2 or ACI 318-14 17.4.2, as applicable, with mod1ficatlons as described in this section. The basic concrete breakout strength in tension, Nb, must be calculated in accordance with ACI 318--19 17.6.2.2 or ACI 318-14 17.4.2.2, as applicable, using the values of her and kc, as given in Table 4 and Table 5. The nominal concrete breakout strength in tension in regions where analysis indicates no cracking In accordance with ACI 318-19 17.6.2.5.1 or ACI 318~14 17.4.2.6, as applicable, must be calculated with kuncr as given in Table 4 and Table 5 and with 'l'c,N= 1.0. For carbon steel KB-TZ2 anchors installed in the soffit of sand-lightweight or normal-weight concrete on steel deck floor and roof assemblies, as shown in Figure 5A, Figure 5B and Figure SC, calculation of the concrete breakout strength Is not required. 4.1.4 Requirements for Static Pullout Strength In Tension: The nominal pullout strength of a single anchor in accordance with ACI 318--19 17.6.3.1 and 17.6.3.2.1 or ACI 318-14 17.4.3.1 and 17.4.3.2, respectively, as applicable, in cracked and uncracked concrete, Np,cr and ncr, Np,uncr and nuncr, respectively, are given In Table 4 and Table 5. For all design cases !.Jlc,P = 1.0. In accordance with ACI 318--19 17.6.3 or ACI 318-14 17.4.3, as applicable, the nominal pullout strength in cracked concrete may be calculated in accordance with the following equation: ( f/ )Iler N11,tt = Np,cr ,,s•oo (lb, psi) (Eq-1) ( f,I )lier N -N ' ,,,,; -p,cr ru (N, MPa) In regions where .analysis Indicates no cracking in accordance with ACI 318--19 17.6.3.3 or ACI 318-14 17.4.3.6, as applicable, the nominal pullout strength In tension may be calculated in accordance with the following equation: (lb, psi) (N, MPa) Page 2 of 16 (Eq-2) Where values for Np,cr or Np,uncr are not provided in Table 4 or Table 5, the pullout strength In tension need not be evaluated. The nominal pullout strength in cracked concrete of the carbon steel KB-TZ2 installed in the soffit of sand-lightweight or normal-weight concrete on steel deck floor and roof assemblies, as shown in Figure 5A, Figure 58 and !=igure SC, Is given in Table 8. In accordance with ACI 318-1917.6.3.2.1 or ACI 318--14 17.4.3.2, as applicable, the nominal pullout strength in cracked concrete must be calculated in accordance with Eq-1, whereby the value of Np,deok,cr must be substituted for Np,crand the value of 3,000 psi (20.7 MPa) must be substituted for the value of 2,500 psi (17.2 MPa) in the denominator. In regions where analysis indicates no cracking in accordance with ACI 318-19 17.6.3.3 or ACI 318-14 17.4.3.6, as applicable, the nominal strength in uncracked concrete must be calculated according to Eq-2, whereby the value of Np.oocJ<.uncr must be substituted for Np,11ncrand the value of 3,000 psi (20.7 MPa) must be substituted for the value of 2,500 psi (17.2 MPa) In the denor:ninator. The-use of stainless steel KB-TZ2 anchors Installed in the soffit of concrete on steel deck assemblies is beyond the scope of this report. 4.1.5 Requirements for Static Steel Strength In Shear: The nominal steel strength in shear, Vsa, of a single anchor In accordance with ACI 318--19 17.7.1.2 or ACI 318--14 17.5.1.2, as applicable, is given In Table 6 and Table 7 of this report and must be used In lieu of the values derived by calculation from ACI 318-1 9 Eq. 17.7.1.2b or ACI 318-14 Eq. 17.5.1.2b, as applicable. The shear strength Vaa,deck of the carbon-steel KB-TZ2 as governed by steel failure of the KB-TZ2 installed in the soffit of sand-lightweight or normal-weight concrete on steel deck floor and roof assemblies, as shown In Figure SA, Figure 5B and Figure 6C, is given in Table 8. 4.1.6 Requirements for Static Concrete Breakout Strength in Shear: The nominal concrete breakout strength of a single anchor or group of anchors in shear, Vcb or Vcbg, respectively, must be calculated in accordance with ACI 318-19 17.7.2 or AGI 318-14 17.5.2, as applicable, with modifications as described in this section. The basic ·concrete breakout strength, Vb, must be calculated in accordance with ACI 318-19 17.7.2.2.1 or ACI 318-14 17.5.2.2, as applicable, based on the values provided In Table 6 and Table 7. The value of le used In ACI 318-19 Eq. 17.7.2.2.1a or ACI 318-14 Eq. 17.5.2.2a must be taken as no greater than the lesser of h.r or 8da. Anchors Installed In light-weight concrete must use the reduction factors provided in ACI 318-19 17.2.4 or ACI 318--14 17.2.6, as applicable. For carbon steel KB-TZ2 anchors Installed in the soffit of sand-lightweight or normal-weight concrete on steel deck floor and roof assemblies, as shown in Figure 5A, Figure 5B and Figure 5C, calculation of the concrete breakout strength In shear is not required. 4.1 .7 Requirements for Static Concrete Pryout Strength In Shear: The nominal concrete pryout strength of a single anchor or group of anchors, Vcp or Vcpg, respectively, must be calculated in accordance with ACI 318-1917.7.3 or ACI 318-1417.5.3, as applicable, modified by using the value of kcp provided in Table 6 and Table 7 of this report and the value of N eb or N cbQ as calculated in Section 4.1.3 of this report. I I-ESR-4266 I Most Widely Accepted end Trusted For carbon steel KB-TZ2 anchors installed in the sofflt of sand-lightweight or normal-weight concrete over profile steel deck floor and roof assemblies, as shown in Figure SA, Figure 58, and Figure 5C, calculation of the concrete pry-out strength in accordance with ACI 318-19 17.7.3 or ACI 318-14 17.5.3 is not required. 4.1.8 Requirements for Seismic Design; 4.1.8.1 General: For load combinations including seismic, the design must be performed In accordance with ACI 318-19 17.10 or ACI 318-14 17.2.3, as applicable. Modifications to ACI 318-14 17.2.3 shall be applied under Section 1905.1.8 of the 2018 and 2015 IBC. The anchors comply with ACI 318 (.:19 and -14) 2.3, as ductile steel elements and must be designed in accordance with ACI 318-19 17.10.5, 17.10.6, 17.10.7 or 17.10.4 or ACI 318-14 17.2.3.4, 17.2.3.5, 17.2.3.6 and 17.2.3.7, as applicable. Strength reduction factors, ¢, are given in Table 4, Table 5, Table 6, and Table 7 of this report. The anchors may be installed in structures assigned to Seismic Design Categories A through F of the IBC. 4.1.8.2 Seismic Tension: The nominal steel strength and nominal concrete breakout strength for anchors In tension must be calculated In accordance with ACI 318-19 17.6.1 and 17.6.2 or ACI 318-14 17.4.1 and 17.4.2, as applicable, as described in Sections 4.1.2 and 4.1.3 of this report. In accordance with ACI 318-19 17.6.3.2.1 or ACI 318-14 17.4.3.2, as applicable, Iha appropriate. pullout strength In tens1on for seismic loads, Np,eq, described in Table 4 and Table 5 or Np,declc.crdescribed in Table 8 must be used in lieu of Np, as applicable. The value of N p,eq or Np,dectcr may be adjusted by calculation for concrete strength In accordance with Eq-1 and Section 4.1.4 whereby the value of Np.ooclc,cr must be substituted for Np.er and the value of 3,000 psi (20. 7 MPa) must be substituted for the value of 2,500 psi (17.2 MPa) in the denominator. If no values for Np,eq or Np,dock,eq are given in Table 4, Table 5, or Table 8, the static design strength values govern. 4.1.8.3 Seismic Shear: The nominal concrete breakout strength and pryout strength In shear must be calculated in accordance with ACI 318-19 17.7.2 and 17.7.3 or ACI 318-14 17.5.2 and 17.5.3, respectively, as applicable, as described in Sections 4.1. 6 and 4.1. 7 of this report. In accordance with ACI 318-19 17.7.1.2 or AC! 318-14 17. 5.1.2, as applicable, the appropriate value for nominal steel strength for seismic loads, Vsa,oq described in Table 6 and Table 7 or Vsa,<1ec1<.eq described in Table 8 must be used In lleu of V86, as applicable. 4.1.9 Requirements for Interaction of Tensile and Shear Forces: For anchors or groups of anchors that are subject to the effects of combined tension and shear forces, the design must be performed in accordance with ACI 318-19 17.8 or ACI 318-14 17.6, as applicable. 4.1.10 Requirements for Minimum Member Thickness, Minimum Anchor Spacing and Minimum Edge Distance: In lieu of ACI 318-19 17.9.2 or ACI 318-14 17.7.1 and 17. 7.3, respectively, as applicable, "'.Blues of Smtn and Cm1n as given In Table 3 of this report must be used. In lieu of ACI 318-1917.9.4 or ACI 318-1417.7.5, as applicable, minimum member thicknesses hmtn as given In Tables 3 and 4 of this report must be used. Additional combinations for minimum edge distance, Cm1n. and spacing, s11~11. may be derived by linear interpolation between the given boundary values as described in Figure 4. For carbon steel KB-TZ2 anchors installed in the topside of sand-lightweight or normal-weight concrete over profile steel deck floor and roof assemblies, the anchors must be installed in accordance with Table 9 and Figure 5D. Page 3 of 16 For carbon steel KB-TZ2 anchors installed ln the soffrt of sand-llghtwelght or normal-weight concrete over profile steel deck floor and roof assemblies, the anchors must be installed in accordance with Figure 5A, Figure 5B and Figure 5C and shall have an axial spacing along the flute equal to the greater of 3h.ror 1.5 times the flute width. 4.1.11 Requirements for Critical Edge Distance: In applications where c < Csc and supplemental reinforcement to control splitting of the concrete is not present, the concrete breakout strength in tension for uncracked concrete, calculated in accordance with AC! 318-19 17.6.2 or ACI 318-14 17.4.2, as applicable, must be further multiplied by the factor '-l'cp,N as given by Eq-3: (Eq-3) whereby the factor 4lcp,N need not be taken as less than 1-5h,, . For all other cases, 4'cp,N = 1.0. In lieu of using ACI c,. 318-19 17.9.5 .or ACI 318-14 17.7.6, as applicable, values of cac must comply with Table 4 or Table 5. 4.1.12 Lightweight Concrete: For the use of anchors In lightweight concrete, the modification factor Aaequal to 0.8A Is applied to all values of .J7:. affecting N,, and Vn. For ACI 318-19 (2021 IBC) or ACI 318-14 (2018 and 2015 IBC), A shall be determined in accordance with the corresponding version of ACI 318. For anchors installed in the soffit of sand-lightweight concrete-filled steel deck and floor and roof assemblies, further reduction of the pullout values provided in this report is not required. 4.2 Allowable Stress Design (ASD): 4.2.1 General: Design values for use with allowable stress design (working stress design) load combinations calculated in accordance wifh Section 1605.1 of the 2021 IBC or Section 1605.3 of the 2018 and 2015, must be established as follows: Tetlowable,ASD = ¢N n Va!/owab/o,ASD where: Tatlowable,ASD VaHowuble,ASD ¢Nn a = Allowable tension load (lbf or kN). = Allowable shear load (lbf or kN). = Lowest design strength of an anchor or anchor group in tension as determined in accordance with ACI 318 (-19 and - 14) Chapter 17 and 2021, 2018 and 2015 I BC Section 1905. LB, and Section 4.1 of this report, as applicable (lbf or N). = Lowest design strength of an anchor or anchor group in shear as determined in accordance with ACI 318 (-19 and -14) Chapter 17 and 2021, 2018 ·and 2015 IBC Section 1905.1.8, and Section 4.1 of this report, as applicable (lbf or N). = Conversion factor calculated as a weighted average of the load factors for fhe controlling load combination. In addition, ex must include all applicable factors to account for nonductile failure modes and required over-strength. ESR-4266 I Most Widely Accepted and Trusted The requirements for member thickness, edge distance and spacing, described in this report, must apply. 4.2.2 Interaction of Tensile and Shear Forces: The interaction must be calculated and consistent with ACI 318-19 17.8 or ACI 318-14 17.6, as applicable, as follows: For shear loads Vappllad $ 0.2V.,11owab1a,Aso, the full allowable load In tension Is permitted. For tension loads T(lppl/ad $ 0.2Ta11ownblo,ASD, the full allowable load In shear Is permitted. For all other cases: T applied + V a.pplled $ 1 _2 T allowa.bls,ASD V a.llowable,ASD (Eq-4) 4.3 Installation: Installation parameters are provided In Table 1 and Figure 2, Figure 5A, Figure 58, Figure 5C and Figure 5D. Anchor locations must comply with this report and plans and specifications approved by the code official. The Hilti KB-TZ2 must be installed In accordance with manufacturer's published Instructions and this report. In case.of conflict, this report governs. Anchors must be Installed In holes drilled Into the concrete using carbide-tipped masonry drill bits complying with ANSI 8212.15-1994, using the Hilti SafeSet System"' with Hilti TE-YD or TE-CD Hollow Drill Bits complying with ANSI B212.15-1994 with a Hilti vacuum in accordance with Figure 6 and Figure 7, or using Hilti SPX-T core bits in accordance with Figure 7. The Hollow Drill Bits ate not permitted for use with the 1/4-lnch and 3/s-lnch diameter KB-TZ2 anchors. The Hlltl SPX-T core bits are not permitted for use with the 1/4-inch and 1-inch diameter KB- TZ2 anchors. The minimum drilled hole depth, ho, is given in Table 1. If dust and debris is removed from the drilled hole with the Hilti TE-YD or TE-CD Hollow Drill Bits, the DRS attachment system, or compressed air or a manual pump, hnom Is achieved at the •speclfi.ed value of ho noted In Table 1. The anchor must be hammered Into the predrllled hole untn hnom Is achieved. The nut must be tightened agalnst the washer until the torque values specified in Table 1 are achieved, or the anchors may be installed using the appropriate Hilti Impact Wrench and corresponding Hilt! AT Module In accordance with Figure 7. The Hilti AT Tool system is not permitted for use· with the ¼-inch and 1-lnch diameter KB-TZ2 anchors. For Installation In the soffit of concrete on steel deck assembltes, the hole diameter in the steel deck must not exceed the diameter of the hole In the concrete by more than 1/e Inch (3.2 mm). For member thickness and edge distance restrictions for Installations into the soffit of concrete on steel deck assemblies, see Figure SA, Figure SB, and Figure SC. 4.4 Special Inspection: Periodic special inspection Is required in accordance with Section 1705.1.1 and Table 1705. 3 of the 2021, 2018 and 2015 IBC, as applicable. The special inspector must make periodic Inspections during anchor installation to verify anchor type, anchor dimensions, concrete type, concrete compressive strength, anchor spacing, edge distances, concrete member thickness, tightening torque, hole dimensions, anchor embedment and adherence to the manufacturer's printed installation instructions. The special inspector must be present as often as required In accordance with the "statement of special inspection." Under the IBC, additional requirements as set forth in Sections 1705, 1706 and 1707 must be observed, where applicable. 5.0 CONDITIONS OF USE The Hiltl KB-TZ2 anchors described in this report comply with the codes listed In Section 1.0 of this report, subject to the following conditions: Page 4 of 16 5.1 Anchor sizes, dimensions, minimum embedment depths and other Installation parameters 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 In cracked and uncracked normal-weight concrete and lightweight concrete having a specified compressive strength, fc, 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 metal deck having a specified compressive strength, fc, of 3,000 psi to 8,500 psi (20.7 MPa to 58.6 MPa). 5.4 The values of fc used for calculation purposes must not exceed 8,000 psi (55.1 MPa). 5.5 The concrete shall have attained its minimum design strength prior to installation of the anchors. 5.6 Strength design values must be established in accordance with Section 4.1 of this report. 5.7 Allowable design values are established In accordance with Section 4.2. 5.8 Anchor spacing and edge distance as well as minimum member thickness must comply with Tables 3 and 9, and Figure 5A, Figure 5B, Figure 5C and Figure 5D. 5.9 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 the jurisdiction In which the project is to be constructed. 5.10 Since an ICC-ES acceptance criteria for evaluating data to determine the performance of expansion anchors subjected to fatigue or shock loading is unavailable at 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 (ft > 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 in locations designated as Seismic Design Categories A through F of the IBC, subject to the conditions of this report. 5.13 Where not otherwise prohibited in the code, KB-TZ2 anchors are permitted for use with fire"resistance-rated construction provided that at least one of the following conditions is fulf!lled: • Anchors are used to resist wind or seismic forces only. • Anchors that support a fire-resistance-rated envelope or a fire-resistance-rated membrane are protected by approved fire-resistance-rated rriaterlals, or have been evaluated for resistance to fire exposure in accordance with recognized standards. • Anchors are used to support nonstructural elements .. 5.14 Use of zinc-coated carbon steel anchors is limited to dry, Interior locations. 5.15 Use of anchors made of stainless steel as specified In this report are permitted for exterior exposure and damp environments. ESR-4266 I Most Widely Accepted and Trusted 5.16 Use of anchors made of stainless steel as specified in this report are permitted for contact with preservative- treated and fire-retardant-treated wood. 5.17 Anchors are manufactured by Hlltl AG under an .approved quality-control program with inspections by ICC-ES. 5.18 Special Inspection must be provided in accordance with Section 4.4. 6.0 EVIDENCE SUBMITTED 6.1 Data in accordance with the ICC-ES Acceptance Criteria for Mechanical Anchors in Concrete Elements (AC 193), daled October 2017, (editorially revised December 2020), which incorporates requirements in ACI 355.2-19 and ACI 355.2-07 for use in cracked and uncracked concrete. 6.2 Quality-control documentation. 7.0 IDENTIFICATION 7.1 The ICC-ES mark of conformity, electronic labeling, or the evaluation report number (ICC-ES ESR-4266) along with the name, registered trademark, or registered logo of the report holder must be induded in the product label. Page 5 of 16 7.2 In addition, the anchors are Identified by packaging labeled with the manufacturer's name (Hlltl, Inc.) and contact Information, anchor name, anchor size, and evaluation report number (ESR-4266). The anchors have the letters KB-TZ2 embossed on the anchor stud and a notch or notches embossed Into the anchor head. The letters and notches are visible after installation for verification as depicted in Figure 3 of this report. The number of notches indicate material type. The letter system Indicating length embossed on the head of the anchor is described in Table 2. 7.3 The report holder's contact information Is the following: HILTI, INC. 7250 DALLAS PARKWAY, SUITE 1000 PLANO, TEXAS 75024 (918) 872..S000 www.hiltl.com • ' ' 1 I \ 1-• i j ESR-4266 I Most Widell. Acceeted and Trusted Page 6 of 16 TABLE 1-SETTING INFORMATION Nominal bit diameter do In. 1/4 3/8 1/2 5/8 3/4 Effective min. In. 1-1/2 1-1/2 2 2-1/2 1-1/21 2 2-1/2 3-1/4 2-3/4 3-1/4 4 3-1/4 3-3/4 4-3/4 4 5-3/4 hot embedment (mm) (38) (38) (51) (64) (38) (51) (64) (83) (70) (83) (102) (83) {95) (121) (102) (146) Nominal In. 1-3/4 1-7/8 2c1/2 3 21 2-1/2 3 3-3/4 3-1/4 3-3/4 4-1/2 4 4-1/2 5-1/2 4-5/8 6-3/8 mbedrnenl hnom (mm) (44) (48) (64) (76) (51) (64) (76) (95) (83) (95) (1 14) (102) (114) (140) (117) (162) In. 2 2 2-3/4 3-1/4 2-1/41 2-3/4 3-1/4 ho 4-1/4 3-3/4 4-1/4 4-3/4 4-1/4 4-3/4 5-3/4 5 6-3/4 (mm) (51 ) (51) (70) (83) (57) (70) (83) (108) (95) (108) (121) (108) (121) (146) (127) (171) ft-lb 4 30 50 40 110 185 orque Thll Carbon steel1 (Nm} (5) (41) (68) (54) (149) (251) Installation ft-lb 6 30 40 60 125 185 torque T1m1 Stainless steel1 (Nm) (8) (41) (54) {81) (169) (251) In. 5/16 7/16 9/16 11/16 13/16 1-1/8 Fixture hole diameter dn (mm) (7.9) (11. 1) (14.3) (17.5) (20.6) (28.6) 1 Daslgn Information for h.r= 1-1/2 Is only applicable lo carbon stool (CS) KB-TZ2 bolts. dog point RGURE 1-HILTI CARBON STEEL KWIK BOLT TZ (KB-TZ2) FIGURE 2-HfLTI KB-TZ2 INSTALLED TABLE2-LENGTH IDENTIFICATION SYSTEM {CARBON STEEL·AND STAINLESS STEEL ANCHORS) onch inches) 2 2½ 3 3½ 4 4½ 5 5½ 6 6½ 7 7½ 8 8½ 9 9½ 10 11 12 13 14 15 16 For SI: 1 Inch = 25.4 mm. 1 ¼ diameter anchOrs with length of 3'/i are ldentlfiacl with an ohm (Q) ID marking oo Iha bolt head. Ltmglh ldentlllcat!Qn • Code Slalnll$ Steel '304 • ~uble·Notch Ler'lgt~ • 'ldenUflcatlon Code Stalnless.Sleel 316 ,:rip1e No_\ch Length idf;lntlflcatlon Code FIGURE 3-BOLT HEAD WITH LENGTH IDENTIFICATION CODE AND KB-TZ2 HEAD NOTCH EMBOSSMENT ESR-4266 I Most Widely Accepted and Trusted Page 7 of 16 TABLE 3-MINIMUM EDGE DISTANCE, SPACING AND CONCRETE THICKNESS FOR KB-TZ2 Effective min. embedment hor Min. member hm1o hlckness Cm11, for s;;: Smin for c .!: Cmin for s;;: Smin for c;;: For SI: 1 Inch= 25.4 mm I. In. (mm) In. (mm) In. (mm) In. (mm) in. (mm) In. (mm) In. (mm) In. (mm) In. (mm) 1-1/2 1-1/2 2 2-1/2 1-1/2 2 2-1/2 3-1/4 2-3/4 3-1/4 4 3-1/4 3-3/4 4-3/4 4 5-3/4 (38) (38) (51) (64) (38) (51) (64) (83) (70) (83) (102) (83) (95) (121) (102) (146) 3-1/4 3-1/4 4 5 3-1/2 4 5 5-1/2 5 5-1/2 6 6-1/2 6 8 8 10 (83) (83) (102) (127) (89) (102) (127) (140} (127) (140) (152) (140) (162) (203) (203) (254t 1-1/2 5 2-1/2 2-1/2 8 2-3/4 2-314 2-114 4-1/2 3-1/2 2-314 5 4 3-1/2 8 3 (38) (127) (64) (64) (203) (70) (70) (57) (114) (89) (70) (127) (102) (89) (203) (76) 1-1/2 8 6 5 12 6-1/2 9-3/4 5-1/4 6-1/2 5-1/2 7-1/4 10 5-3/4 5-1/2 8 6-3/4 (38) (203) (152) (127) (305) (140) (248) (133) (165) (140) (184) (254) (146) (140) (203} (171) 1-1-12 5 2-1/4 2 12 3-1/2 3 2 4-1/2 2-3/4 2-1/4 4-1/2 3-3/4 3-3/4 8 4-3/4 (38) (127) (57) (51) (305) (89) (76) (51) (114) (70) (57) (114) (95) (95) (203) (121) 1-1/2 8 3-1/2 4 8 10 8 4-3/4 5-1 /2 7 4-1/4 6 7-1/4 4-3/4 8 3-3/4 (38) (203) (89) (102) (203) (254) (203) (121) (140) (178) (108) (152) (184) (121} (203) (95) 1-1/2 8 5 (38) (203) (127) 1-1/2 5 2-1/4 (38) (127) (57) 1-1/2 8 4 C 5 (127) 2-1/4 (57) 2-3/4 2-1/2 2-1/4 4 3-1/4 2-1/4 6 4 3-3/4 3-3/4 3 (70) (64) (57) (102) (83) (67) (127) (102) (95) (95) (76) 5-1/2 4-1/2 6-1/4 7 5-1/2 7 11 7-1/2 5-3/4 10 6-3/4 (140) (114) (133) (178) (140) (178) (279) (191) (146) (254) (171) 2-3/4 2-1/2 2 5-1/2 2-3/4 3 5 4 4 5 4-3/4 (70) (64) (51) (140) (70) (76) (127) (102) (102) (127) (121) 4-1/8 4-1/2 4-1/2 6~1/2 4 4-1/4 8 6 5-1/4 4-1/4 3-3/4 (105) (114) (114) (140) (102) (108) (203) (152) (133) (108) (95) h ~ h m1n 0) C: ·~ C. II) s Cm/n at S ?_ Smln at C~ C edge distance (c) FIGURE 4-INTERPOLATION OF MINIMUM EDGE DISTANCE AND ANCHOR SPACING l ! I -I ! ESR-4266 I Most Widely Accepted and Trusted Page 8 of16 TABLE 4-HILTI CARBON STEEL KB-TZ2 DESIGN INFORMATION FOR HAMMER AND CORE DRILLED INSTALLATIONS, TENSION7 cp,._N 0.75 0.75 0.75 0.75 lbAn' 100,900 100,900 96,300 ,, (N/mm') (696) (664) (696) 87,000 ,(600) lbAn' 122,400 126,200 114,000 '"'· (N/mm') (844) (870) (786) 106,700 (736) In' 0.024 0.051 0.099 0.164 A...H (mm') (15.4) (33.2) (63.6) (106.0) Steel strength In lb 2,920 6,490 11,240 N,. enslon (kN) (13.0) (28.9) (50.0} 17,535 (78,0) chor category 3 trength reduction actor for concrete <l>4N, 0.45 0.65 o.es 0.65 nd pullout fallurll </>p,H n lenslon:i. lfectlveness factor r uncracked k,.,,, 24 24 27 24 24 oncrate ffectlveness factor rcraoked I<« 17 21 17 24 21 17 21 011crete odlflcatlon factor or anchor eslstance, tension, '1',N 1.0 1.0 1.0 1.0 noracked oncrete• In. 4 5 4-3/8 5-1/2 8 5-1/2 6-3/4 10 10 11-1/2 c .. (mm) (102) (127) (111 (140) (203) (140) (171) (254) (264) (292) lb 2,100 4,180 5,380 N p..111w,r N/A NIA N/A NIP., NIA NIA NIA (kN) (9.3) (18.6) (23.9) lb 625 Ni,.ar NIA NIA N/A NIA NIA NIA NIA NIA NIA (kN) (2.8) lb 625 Np,"'I NIA NIA NIA NIA NIA NIA NIA NIA NIA (kN) (2.8) n.,,,,,, 0.20 0.22 0.24 0.35 0.50 0.42 0.29 0.35 0.50 0.48 n., 0.39 0.50 0.46 0.28 0.47 0.50 0.48 0.40 0.60 0.47 113,515 167,365 For SI: 1 Inch = 25.4 mm, 1 lbf = 4.45 N, 1 psl = 0,006895 MPa. For pound-Inch units: 1 mm = 0.03937 inches. ' Figure 2 of this report llustrates the Installation parameters. 0,75 0.75 84,700 75,000 (584) (517) 105,900 88,000 (730) (607) 0,239 0.470 (154.4) (303.2) 25,335 41,365 (112.7) {164.1) 0.65 0.65 27 271 24 27 24 17 21 21 1.0 1.0 8-3/4 12 10 9 11 16 (222) (305) (254) (229) (279) (406) 8,995 NIA N/A N/A N/A NIA (40.0) NIA NIA NIA 8,835 (39.3) NIA 11,810 (52.6) NIA NIA NIA 8,700 NIA 11,810 (38.7) (52:6) 0.50 0.35 0.31 0.39 NIA 0.38 0.50 0.36 0.42 0.29 NIA 0.50 62,180 2 TI)e KB-TZ2 Is considered a ducme steel element In accordance with ACI 318 (·19 and-14) 2.3. 3 The strength reduction factor applies when Iha load combinations from the IBC or ACI 318 are used and the-requirements of ACI 318-1917.5.3 or ACI 318-14 17.3.3, as applicable, are mel The strength reductJon factors are applicable with supplementary reinforcement is not present Greater strenglh reduction factors may be used In areas where supplementary reinforcement can be verified. • For an design cases, 'l'o,11 = 1.0. The appropriate effectiveness factor for cracked concrete (k.r) or uncrocked concrete (k..,.,) must be used. • For all design cases, Wo,P c 1.0. Tabular value for pullout strength Is for a concrete compressive strength of 2,500 psi (17.2 MPa). PuUout strength for concrete compressive strength greater than 2,500 psi (17.2 MPa) may be Increased by multiplying the tabular pullout strength by (tc I2,soor for psi, or (fc / 17.2rfor MPa, where n Is given as noncr for uncracked concrete and n.,. for cracked concrete and seismic. NA (not applicable) denotes that pullout strenglh does not need to be oonsldered for design. 8 For core drfll lnstallallons, k..,., = 24 for '/•·Inch diameter anchors Installed at 33/• Inches (95 mm) etrectlve embedment 71i◄•lnch and 1-lnch diameter anchors are not permitted for core drHllng Installations. I-I ESR-4266 I Most Widely Accepted and Trusted Page 9 of 16 TABLE 5-HILTI STAINLESS STEEL KB-TZ2 DESIGN INFORMATION FOR HAMMER AND CORE DRILLED INSTALLATIONS,TENSION• </)••.N 0.75 0.75 0.75 0.75 lblin2 100,90 96,300 96,300 91,600 fy (Nlmm2) (696) (664) (664) (632) lbfln2 122,400 120,100 120,400 114,600 fut, (Nlmm2) (844) (828) (830) (790} ln2 0.024 0.051 0.099 0.164 A ... H (mm2} (15.4) (33.2) (63.6) (106.0) lb 2,920 6,180 11,870 18,835 lee! strength In tension N,. (kN) (13.0) (27.5) (52.8) (83.8) nchor category 3 trength reduction factor or concrete and pullout allure In tension, Condition B-<P~H. </Jp:11 0.45 0.65 0.65 0.65 upplementary lnforcement not resent 0 Effectiveness factor for k.,,.., 24 24 24 24 uncracked concrete Effectiveness factor for k,,, 17 21 17 17 21 17 21 recked concrete Modification factor for nchor resistance, C/'r.,N 1.0 1.0 1.0 tension, uncracked onorete◄ in. 4 4-1/2 5-112 4-1/8 5-112 6-174 7-112 10 ritlcel edge distance c.. (mm) (102) (114) (1-10) (105) (140) (159) (191) . (254) Pullout strength lb 1,570 4,185 3,380 4,010 5,500 4,085 noracked concrete5 N,,,.,.,, NIA NIA (kN) (7.0) (18.6) (15.0) (17.8) (24.5) (18.2) Pullout strength cracked lb 670 N,,,,, NIA NIA NIA .NIA NIA NIA' NIA oncrete• (kN) (3.0) Pullout strength lb 670 eismlc6 N, . .,, NIA NIA NIA .NIA NIA NIA1 NIA (kN) (3.0) ormall2atlon factor, n"""' 0.39 NIA NIA 0.37 0.46 0.50 0.50 0.50 uncracked concrett, 0.50 NIA NIA NIA NIA NIA 0.50 NIA For SI: 1 Inch = 25.4 mm, 1 lbf = 4.46 N, 1 psi = 0.006895 MPe For pound-inch unlls: 1 mm = 0.03937 Inches. 1 Figure 2 of this report Ulustrates the ·1nstall11tlon parameters. 1.0 6-112 (165) 6,015 (26.8) NIA NIA 0.42 NIA 0.75 84,100 ·(500) 100,500 (693) 0.239 (154.4) 24,045 (107.0) 0.65 24 21• 24 17 21 21• 21 1.0 8-314 12 10 10 (222) (305) (254) (254) 8,060 NIA NIA NIA (35.8) NIA NIA NIA 8,795 (39.1) NIA NIA 8,795 NIA (39.1) 0.47 NIA NIA 0.30 NIA NIA NIA 75,715 0.75 65,000 (448) 99,900 (689) 0.470 (303.2) 46,955 (208.9) 0.65 27 24 21 1..0 11 15-1/2 (279) (394) NIA NIA NIA NIA NIA NIA NIA NIA 2 TI1e KB-TZ2 ls considered a ducUle steal element In accordance with ACI 318 (-19 end -14) 2.3. 3 The strengU1 reduction factor applies when the-load comblnaUons from U1e IBC or ACI 318 are used and the requirements of ACI 318-1917.5.3 or ACI 318-14 17.3.3, as applicable, are met. The strength reduction factors are applicable with supplementary reinforooment Is not present Greeter strength reduction factors may be used In areas where supplementary reinforcement can be verified. 4 For ell design cases, 'l'~H = 1.0. The appropriate effectiveness factor for cracked concrete (kor) or uncraoked concrete (ku11a) must be used. • For ell design cases, C/'o,p" 1.0. Tabular value for pullout strength Is for a concrete compressive strengtll of 2,500· psi (17.2 MPa). Pullout strength for concrete compressive strength greater than 2,500 psi (17.2 MPa) may be Increased by multlplylng the tebulerpullout strength by (fc 12,500)" for psi, or (fc 117.2)" for MPe, where n Is given as nu.., for uncracked concrete and ncr for cracked concrete.NA (not applicable) denotes that pullout strength does not need to be considered for design. • For core drill Installations, k,-= 24 and /<., = 17 for •I...-lnch diameter anchors lnstaaed et 3¾ lnches.(95 mm) effective embedment. 7 For core drill Installations, N,,., = 4245 lb (18.9 kN) and N,,, .. = 42451b (18.9 kN) for ½-Inch diameter anchors Installed at 3¼ Inches (83 mm) effective embedment. 811◄-lnch and 1-lnch diameter anchors are not permitted for core drilling Installations. j I • I I i i i l ' • ESR-4266 I Most Widely Accepted and Trusted Page 10 of 16 TABLE 6--HILTI CARBON STEEL KB-122 DESIGN INFORMATION FOR HAMMER AND CORE DRILLED INSTALLATIONS, SHEAR• 1chorO.D. teal strength In shear, seismic Strength reduction factor ltor concrete breakout and pryout failure In shear, (Condition B - supplementary !reinforcement not 1Presentl 3 Load bearing length or ianchor In shear Coefficient for pryout ~trength da h.r IP..,v v .. v ..... il>o.v. <l>p.v ,. kq, In. (mm) In. lb (kN) lb (kN) In. (mm} - 0.250 (6.4) 1-112 0.65 1,345 (6.0) 1,345 (6.0) 0.70 1-112 (38) 1 0.375 3,225 (14.4) 3,225 (14.4) 1-1/2 (38) 1 (9.5) 0.66 3,385 (15.1) 3,385 (15.1) 0.70 2 2-112 (51) (64) 1 2 5;535 (24.6) 5,535 (24.6) 1-112 2 (38) (51) 1 1 0.65 0.70 6,875 • (30.6) 6,875 (30.6) 2-1/2 3-114 (64) (83) 2 2 2-3/4 (70) 2 For SI: 1 Inch = 25.4 mm, 1 lbf =-4.45 N, 1 psi = 0.006896 MPa For pound-Inch units: 1 mm = 0.03937 Inches. 1 Figure 2 of this r&port lllustrat&S th& lnstallaUon param&ters·. 0.625 (15.9) 0.65 10,255 (45:6) 10,255 (45.6) 0.70 3-1/4 (83) ·2 4 (102) 2 3-1/4 (83) 2 0.750 (19.1) Q.65 13,805 (61.4) 13,805 (61.4) 0.70 3-3/4 (95) 2 4-314 (121) 2 1.00 (25.4) 0.65 18,795 22,826 (83.6) (101.6) 4 13,805 (6H) 0.70 5-3/4 (102) (146) 2 2 'The KB-T22 Is considel'8d a duct/le stool element In accordance with ACI 318 (-19 and -14) 2.3 or ACI 316-11 0.1. s The strength reduction factor applies when the load combinations from Iha IBC or ACI 318 are used and the requirements of ACI 316-19 17.5.3, ACI 318-14 17.3,3, as applloabfe, are met. The strength reduction factors are applicable with supplementary reinforcement Is not present Greater strength reduction factors may be used In areas where supplementary reinforcement can be vertfled. • ¼•Inch and 1-lnch dlam&ter anchors are not permitted for core drilling lnstalletlons. TABLE 7-HILTI STAINLESS STEEL KB·T22 DESIGN INFORMATION FOR HAMMER AND CORE DRILLED INSTALLATIONS, SHEAR• 11,. 0.250 0.375 nchorO.o. d, (mm) (6.4) In. Effec0ve min. embedn1ent 1 h,, lb 1,460 4,615 4;885 v .. (kN) (6.5) (20.5) (21.7) lb 1,110 4,615 4,885 teal strength In shear, selsmlo v ..... (kN) {4.9) (20.5) (21.7) 0.500 8,345 (37.1) 8,345 (37.1) 0.626 (15.9) 12,355 (55.0). 12,355 (55.0) 0.750 (19.1) 16,560 (73.7) 13,470 (59.9) 1.00 (26.4) 5-314 22,955 31,400 (102.1) (139.7) 13,470 (59.9) ~~,-~~f!:.-c ~·•·t~~ .. ,::~ ··•?_f.l~ .... 1, ,i,.-(1:?':•<. ·• ~~1: ~;~,.-• .,,,-~,..,,~-: r •. :-.;tt$W~~it•x-:,,~~"i-Vffe.+, ~.._.,,..:t;,:;l'(.ii~' av;:::-.-It., il-t'-w• .. ~-.-;: .-:.,'~NII.., ~\1+ir-~•t~t~r~r.,•~~-:-,;~~::-; :'/: ')-,.,:;;~.-.i>,,i;.i,,:~ • :~ ._; \ 1..;l;•~ i ., ~ z.-~ -: :• ~a1}¥~Jltti .!'A)}, slt~tti ~',tl{=l.f:lr ~~·t.t~.;$riAttfrtA~ it..l;tJ~:~t--71.l,tti Ji ':{r ::~~ ~r lJ),.} l~1:J,.1} t g~fil~~t~f%;f?; .. ~41.Jt+,:ii~r-~i~J/ttmu.~~J1t~t/~ ~ ~+: ~. ~+,. •• ~·t·!i ,l~ Strength reducUon factor for boncrete breakout and pryout failure In shear, (Condition B-<l>~v. lPp.v -0.7 0.7 0.7 0.7 supplementary reinforcement no present) 3 ~oed bearing length of anchor In In. 1-1/2 1-112 2 2-112 2 2-1/2 3-114 2-3/4 3-1/4 ,. shear (mm) (38) (38) (51) {64) (51) (64) (83) (70) (83) Coefficient for pryout strength I<., -1 1 1 2 1 2 2 2 2 For SI: 1 Inch = 25.4 mm, 1 lbf = 4.45 N, 1 psi = 0.006095 MPa For pound-Inch units: 1 mm "0.03937 Inches. ' Figure 2 of this report Illustrates the Installation parameters. 0.7 0.7 4 3-1/4 3-3/4 4-3/4 4 5-3/4 (1.02) (83) (95) (121) (102) (146) 2 2 2 2 2 2 2 The KB-T22 ls considered a ductile steel element In accordance with ACI 318 (-19 end-14) 2,3 or ACI 318-11 D.1. • The strength reduction factor applies when the load combinations from the IBC or ACI 318 are used and U1e requirements of ACI 318-19 17.5.3, ACI 318-14 17.3.3, as eppllcable, are meL The strength reduction factors are applicable with supplementary reinforcement Is not present Greater strength reduction factors may be used In area& where llupplementary reinforcement can be verified. • 11.•lnch and 1-lnch diameter anchors are not perml(ted for core drilling Installations. ESR-4266 I Most Widely Accepted and Trusted Page 11 of 16 TABLE 8-HILTI KB-TZ2 CARBON STEEL ANCHORS TENSION AND SHEAR DESIGN DATA FOR INSTALLATION IN THE SOFFIT OF 3000 PSI, LIGHTWEIGHT CONCRETE-FILLED PROFILE STEEL DECK ASSEMBLIES FOR HAMMER AND CORE DRILLED INSTALLATIONS t,2.3 ute• recked concrete ·• NAt»dc.•1nt;1 lb 1,725 1,855 2,625 2,996 1,855 2,750 3,745 4,715 4,415 5,815 3,800 4,795 rout strength, ked concrete 6·• N,,,-,., lb 515 1,625 2,295 2,405 1,660 2,135 3,275 3,340 3,930 4,395 3,325 3,730 lout strength, mlc·•.7 Np.11.,Jc..,, lb 515 1,625 2,295 2,405 1,650 2,135 3,275 3,340 3,930 4,395 3,325 3,730 el strength In shear 8 v, .. _ lb 1,630 1,355 2,120 2,120 1,790 2,260 3,555 4,345 3,815 6,150 4,085 7,865 racked concrete u Np ___ lb 1,725 1,855 2,625 2,995 1,855 2,750 3,745 4,716 4,415 5,815 3,800 4,795 out strength, ked concrete s.e Np._., lb 515 1,625 '2,295 2,405 1,650 2,135 3,275 3,340 3,930 4;395 3,325 3,730 out strength, mlc M N"'"""'-"" lb 515 1,625 2,295 2,405 1,650 2,135 3,275 3,340 3,930 4,395 3,326 3,730 I strength In shear• v ... -lb 1,630 1,355 2,120 2,120 1,790 2,260 3,285 4;235 3,815 4,650 4,085 7,885 eked concrete •·• N p.dt#d(.IIIHX lb 1,380 990 2,485 NIA 1,815 1,900 NIA 2,665 2,960 N/A NIA NIA out strength, Np,IJocA.c, lb 410 670 2,130 N/A 1,480 1,480 NIA 1,890 2,835 NIA NIA NIA ked concrete .,. out strength, mic 0•7 N;,,dod<. .. lb 410 870 2,130 NIA 1,480 1,480 NIA 1,890 2,635 NIA NIA NIA teal strength In shear• v.-lb 1,125 2,370 2,505 NIA 2,680 3,175 NIA 3,465 4,085 NIA NIA NIA !eel strength in shear, lo( lb 1,125 2,370 2,505 NIA 2,680 3,175 elsmtc 7 ... -... NIA 3,465 4,085 NIA NIA NIA Installations must oomply with Section 4.1.9 and Section 4.3 end Figure 5A, Figure 5B and Figure 5C o( this report. 2 The values for ¢,,,H In tension can be round In Table 4 of this report. The values for ;..,v In shear can be round In Table 6 of this report. ~ Evaluatioll of concrete breakout capacity In aocordance with ACI 318-19 17.6.2, 17.7.2 and 17.7.3 or ACI 318-14 17.4.2, 17.5.2 end 17.5.3, as applicable, le not required for anchors Installed In the deck eofflt. • Minimum concrete thickness refers to concrete thickness above upper flute. See Figures 5A to 5C. 5 Charecterlstlo pullout resistance Jor concrete compressive strengths greater than 3,000 psi (20.7 MPe) may be Increased by multiplying the value in the table by (( 'c / 3000)" for psi or (( 'c / 20.7)" for MPa. See,Table 4 for normallzatlon (actor. 6 The values listed must be used In aocordance with Section 4.1.4 of this report. 7 The values listed must be used In accordance with Sections 4.1.4 and 4.1.8 of this report. 6 The values listed must be used In acoordarlce with Section 4.1.5 of this report. • For core drlll lnstallatlons, wlU1 3/;-lnch-0lemeter anchors Installed at 3¾ Inches (95 mm) effective embedrnenl, apply a reduction (actor of 0.89 to the design tension strength o( anchors Installed In uncracked concrete. ' 1' t I -1 ESR-4266 I Most Widely Accepted and Trusted Page 12 of 16 h 1111n,deck Max.3" Max.3" TABLE 9--HILTI KB•TZ2 CARBON STEEL ANCHORS SETTING INFORMATION FOR INSTALLATION ON THE TOP OF CONCRETE-FILLED PROFILE STEEL DECK ASSEMBLIES ACCORDING TO FIGURE 501.2., omlnal Embedment Depth hnom inlmum Hole Depth ho lnlmum Concrete Thickness• rttlcal Edge Distance lnlmum Edge Distance lnlmum Spacing Required Installation Torque 2 (51) 2-1/2 64 2-1/2 64) 2-1/2 2-1/2 (64) (64) . 3 16 6 (76) (408) .(204) In. 3 6 6 mm) (76 (204 (152 ft-lb 4 30 (Nm) (5) 41} 2-3/4 (70 3-1/4 (83) 6 (152) 6 (152) 4 (102) 1 lnstallattons must comply with SecUon 4.1.10 and SecUon 4.3 and Figure 50 of this report. 2 Design capacity shall be based on calculations according to values In Tables 4 and 6 of this report 2 (51) 2-1/2 64 2-1/4 2-3/4 57 70 2~n ~1M S~M (64) (83) (63) 7-1/2 12 7-1/2 (191) (305) (191) 7-1/2 12 7-1/2 (191) (305) (191) 9 6 9 229) 162) (229 50 68) 8 (204) 6 (152) 3 Applicable for hmkl.<1ec! < hm1n,Tablo a. For hm1t1.a11C1c l!: hrtifl,T-3, use setting lnfonnatlon In Tables 1 and 3 and crlllcal ade distances In Table 4 of this report. • Minimum concrete thickness refers to concrete thickness above Iha upper flute. Sae Figure 5D. Lower flute installation Min. 1" Mio. 12" typ. Min. 20-gauge steel deck FIGURE 5A-KB-TZ2 IN THE SOFFIT OF CONCRETE FILLED PROFILE STEEL DECK ASSEMBLIES -W DECK Lower flute installation Min. l" Min. 12" typ. Min. 20-gauge steel deck FIGURE 5B-KB·TZ2 IN THE SOFFIT OF CONCRETE FILLED PROFILE STEEL DECK ASSEMBLIES -W DECK .. ESR-4266 I Most Widely Accepted and Trusted Page 13 of 16 hm111,dodr Max. 1-1/2" hm1n,u•ck Min. 1-1/2" Upper flute installation Lower flute installation Min. 20-gauge steel deck FIGURE 5C-KB-TZ2 IN THE SOFFIT OF CONCRETE FILLED PROFILE STEEL DECK ASSEMBLIES-B DECK FIGURE 5D-KB-TZ2 IN THE TOP OF CONCRETE FILLED PROFILE STEEL DECK ASSEMBLIES hmtn,deck Min. 20-gauge steel deck J 1 1 ½ Inches (38 mm) 8-deck 11s a minimum pror,e size. Other deck profiles meeting the 8-deck minimum dlmenskins are also permitted. t -I ' I I I I i ESR-4266 I Most Widely Accepted and Trusted Hilti TE-CD or TE-YD Hollow Carbide Drill Bit, with Hil.ti Vacuum (per section 4.3) Hilti SIW-6AT-A22/SIW- 4AT-22/ SIW-6AT-22 Impact Wrench, with Hilti SI-AT-A22/SI-AT-22 Adaptive Torque Module Hiltl Rotary Hammer Drill with DRS (Dust Removal System) Module, or Hilti TE DRS-D Dust Removal System with Hilti Vacuum FIGURE 6-HILTI SYSTEM COMPONENTS FIGURE 7---INSTALLATION INSTRUCTIONS Page 14 of 16 Handheld Hilti DD 30 Core Drill, with SPX-T Hilti Core Bits (per Section 4.3) ICC-ES Evaluation Report ESR-4266 LABC and LARC Supplement Reissued December 2021 Revised May 2023 This report is subject to renewal December 2023. www.lcc-es.org I (800) 423-6587 I (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 03 00 00-CONCRETE Section: 03 16 00-Concrete Anchors DIVISION: 05 00 00-METALS Section: 05 051"9-Post-lnstalled Concrete Anchors REPORT HOLDER: HILTI, INC. EVALUATION SUBJECT: HILTI KWIK BOLT TZ2 CARBON AND STAINLESS STEEL ANCHORS IN CRACKED AND UNCRACKED CONCRETE 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement Is to Indicate that the Kwik Bolt TZ2 (KB-TZ2) carbon and stainless steel anchors In cracked and uncracked concrete, described in ICC-ES evaluation report ESR-4266, have also baen evaluated for compliance with the codes noted below as adopted by the Los Angeles Department of Building and Safety (LADBS); Applicable code editions: ■ 2023 City of Los Angeles Bui/ding Code (LABC) ■ 2023 City of Los Angeles Resident/al Code (LARC) 2.0 CONCLUSIONS The Kwlk Bolt TZ2 (KB-TZ2) carbon and stainless steel anchors In cracked and uncracked concrete, described In Sections 2.0 through 7.0 of the evaluation report ESR-4266, comply with LABC Chapter 19, and the LARC, and are subject to the conditions of use described in this supplement. 3.0 CONDITIONS OF USE The Kwlk Bolt TZ2 (KB-TZ2) carbon and stainless steel anchors in cracked and uncracked concrete described in this evaluation report supplement must comply with all of the following conditions: • All applicable sections in the evaluation report ESR-4266. • The design, Installation, conditions of use and Identification of the Kwlk Bolt TZ2 (KB-TZ2) anchors are In accordance with the 2021 lnt0mational Building Code~ (IBC) provisions noted in the evaluation report ESR-4266. • The design, installation and Inspection are In accordance with additional requirements of LABC Chapters 16 and 17, and City of Los Angeles Information Bulletin P/BC 2020-092, as applicable. • Under the LARC, an engineered design in accordance with LARC Section R301. 1.3 must be submitted. • The allowable and strength design values listed in the evaluation report and tables are for the connection of the anchors to concrete. The connection between the anchors and the connected members shall be checked for capacity (which may govern). • For use in wall anchorage assemblies to flexible diaphragm applications, anchors shall be designed per the requirements of City of Los Angeles Information Bulletin P/BC 2020-071 . This supplement expires concurrently with the evaluation report, reissued December 2021 and revised May 2023. ICC-ES l!.va/uat/011 Report, art 110110 bt co,atroetl as 1·ep1vst11tllng aes/lte1/cs or at(Y otl/er allrlbui,s 1101 spt!Ciftcal(v ndtfresstd, nor 11r• they lo be constroell ■ • ns n,l'c11dorscmcn1 of the subject of 1/,e repo,1 or a ,-ccommc11dalw11 for Its use, There Is 110 warramy by ICC Eva/11alio11 Service, LLC. apr~ss or Implied, as lo tmy/l11dlng or10ll1er matter /11 this repo,•J, or as lo a11y pro,fuct co1•trtd by //1e report. ~ Copyright @2023 ICC Evaluation Service, LLC. NI rights reserved. Page 15 of 16 .. ICC-ES Evaluation Report www.lcc-es.org I (800) 423-6587 I (562) 699-0543 DIVISION: 03 00 00-CONCRETE Section: 03 16 00-Concrete Anchors DIVISION: 05 00 00---METALS Section: 05 0519-Post-lnstalled Concrete Anchors REPORT HOLDER: HILTI, INC. EVALUATION SUBJECT: ESR-4266 FBC Supplement Reissued December 2021 Revised December 17, 2021 This report is subject to renewal December 2023. A Subsidiary of the International Code Council® HILTI KWIK BOLT TZ2 CARBON AND STAINLESS STEEL ANCHORS IN CRACKED AND UNCRACKED CONCRETE 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that the Kwlk Bolt TZ2 (KB-TZ2) carbon and stainless steel anchors In cracked and uncracked concrete, described in ICC-ES evaluation report ESR-4266, have also been evaluated for compliance with the codes noted below. Appllcable code editions: ■ 2020 Florida Bui/ding Code-Building ■ 2020 Florida Building Code-Residential 2.0 CONCLUSIONS T he Kwlk Bolt TZ2 (KB-TZ2) carbon and stainless steel anchors in cracked and uncracked concrete, described in Sections 2.0 through 7.0 of the evaluation report ESR-4266, comply with the Florida Building Code-Building and the -Florida Building Code-Residential, provided the design requirements are determined in accordance with the Florida Building Code-Building or the Florida Building Code-Residential, as applicable. The Installation requirements noted In the ICC-ES evaluation report ESR-4266 for the 2018 International Bulfdlng Code® meet the requirements of the Florida Bulfdlng Code-Bui/ding or the Florida Building Code-Resident/a/, as appllcable. Use of the Kwlk Bolt TZ2 (KB-TZ2) carbon and stainless steel anchors In cracked and uncracked concrete have also been found to be In compliance with the High-Velocity Hurricane Zone provisions of the Florida Building Code-Building and the Florida Building Code-Residential, with the following conditions: a) For anchorage to wood members, the connection subject to uplift, must be designed for no less than 700 pounds (3114N). b) For connection to aluminum members, all expansion anchors must be installed no less than 3 Inches from the edge of concrete slab and/or footings. All expansion anchors shall develop an ultimate withdrawal resisting force equal to four times the imposed load, with no stress increase for duration of load. For products falling under Florida Rule 61G20-3, verification that the report holder's quality assurance program is audited by a quality assurance entity approved by the Florida Buildlng Commission for the type of Inspections being conducted Is the responsibility of an approved validation entity (or the code official, when the report holder does not possess an approval by the Commission). This supplement expires concurrently with the evaluation report, reissued December 2021 and revised May 2023. ICC-ES Ew,/uallnn Re(1()1'1.t arc nnl In-he cnn,trutd a., l'e/Ji'e.,anllng ae.t1heI/c., nr any ntht1· allrihute., nnl .,pec!fica/ly IIdd1·e.,.,ed, 11nr al'e lhey /h he cnn.t1rued I .. .t.. as <lit cndot\lf!l11enl oftlw subject of/he report or a reco111111andat/011/01· /ts usl!. There i.! 11n worra,uy by ICC Evnlua1io11 Service, LLC. express or implied. as ~ lo a11,v J/11dl11g or of/i,r matter /11 this repo1·4 or as w atl)' produc/ covered by 1h11 report. ~ Copyright C 2023 ICC Evaluation Service, LLC. NI rights reserved. Page 16 of 16