HY 200 - ESR-3187 Hilti HIT-Z

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    ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construedas an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, asto any finding or other matter in this report, or as to any product covered by the report. Copyright 2013 Page 1 of 38

    1000

    ICC-ES Evaluation Report ESR-3187*Issued March 1, 2013

    This report is subject to renewal March 1, 2014.

    www.icc-es.org | (800) 423-6587 | (562) 699-0543 A Subsidiary of the International Code Council

    DIVISION: 03 00 00CONCRETESection: 03 16 00Concrete Ancho rs

    REPORT HOLDER:

    HILTI, INC.5400 SOUTH 122 ND EAST AVENUETULSA, OKLAHOMA 74146(800) 879-8000www.us.hilti.com [email protected]

    EVALUATION SUBJECT:

    HILTI HIT-HY 200 ADHESIVE ANCHORS IN CONCRETE

    1.0 EVALUATION SCOPE

    Compliance with the follow ing codes:

    2009, 2006, and 2003 International Building Code (IBC)

    2009, 2006, and 2003 International Residential Code (IRC)

    Property evaluated:

    Structural

    2.0 USES

    The Hilti HIT-HY 200 Adhesive Anchoring System is usedto resist static, wind and seismic (Seismic DesignCategories A through F) tension and shear loads incracked and uncracked normal-weight concrete having aspecified compressive strength, f c, of 2,500 psi to 8,500psi (17.2 MPa to 58.6 MPa). The anchor system is analternative to anchors described in Sections 1911 and1912 of the 2009 and 2006 IBC, and Sections 1912 and1913 of the 2003 IBC. The anchor systems may also beused where an engineered design is submitted inaccordance with Section R301.1.3 of the 2009, 2006 and2003 IRC.

    3.0 DESCRIPTION

    3.1 General:The Hilti HIT-HY 200 Adhesive Anchoring System iscomprised of the following components:

    Hilti HIT-HY 200 adhesive packaged in foil packs (eitherHilti HIT-HY 200-A or Hilti HIT-HY 200-R)

    Adhesive mixing and dispensing equipment

    Equipment for hole cleaning and adhesive injection

    The Hilti HIT-HY 200 Adhesive Anchoring System maybe used with continuously threaded rod, Hilti HIT-Z(-R)anchor rods, Hilti HIS-(R)N internally threaded inserts ordeformed steel reinforcing bars as depicted in Figure 1.The primary components of the Hilti Adhesive AnchoringSystem, including the Hilti HIT-HY 200 Adhesive, HIT-RE-M static mixing nozzle and steel anchoring elements, areshown in Figure 4 of this report.

    Installation information and parameters, as included witheach adhesive unit package, are replicated as Figure 6.

    3.2 Materials:

    3.2.1 Hilt i HIT-HY 200 Adhesive: Hilti HIT-HY 200 Adhesive is an injectable, two-component hybrid adhesive.The two components are separated by means of a dual-cylinder foil pack attached to a manifold. The twocomponents combine and react when dispensed through astatic mixing nozzle attached to the manifold.Hilti HIT-HY 200 is available in 11.1-ounce (330 mL) and16.9-ounce (500 mL) foil packs. The manifold attached toeach foil pack is stamped with the adhesive expirationdate. The shelf life, as indicated by the expiration date,applies to an unopened foil pack stored in a dry, darkenvironment and in accordance with Figure 6.

    Hilti HIT-HY 200 Adhesive is available in two options,Hilti HIT-HY 200-A and Hilti HIT-HY 200-R. Both optionsare subject to the same technical data as set forth in thisreport. Hilti HIT-HY 200-A will have shorter working timesand curing times than Hilti HIT-HY 200-R. The packagingfor each option employs a different color, which helps theuser distinguish between the two adhesives.

    3.2.2 Hole Cleaning Equipment:

    3.2.2.1 Standard Equipment: Standard hole cleaningequipment, comprised of steel wire brushes and airnozzles, is described in Figure 6 of this report.

    3.2.2.2 Hilt i Safe-Set System: The Hilti Safe-Setwith Hilti HIT-HY 200 consists of one of the following:

    For the Hilti HIT-Z and HIT-Z-R anchor rods, holecleaning is not required after drilling the hole, except if

    the hole is drilled with a diamond core drill bit. For the elements described in Sections 3.2.4.2through 3.2.4.4, the Hilti TE-CD or TE-YD hollowcarbide drill bit with a carbide drilling head conformingto ANSI B212.15. Used in conjunction with a Hilti VC20/40 vacuum, the Hilti TE-CD or TE-YD drill bit willremove the drilling dust, automatically cleaning thehole.

    *Revised Ap ril 2013

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    3.2.3 Dispensers: Hilti HIT-HY 200 must be dispensedwith manual or electric dispensers provided by Hilti.

    3.2.4 Ancho r Elements:

    3.2.4.1 Hilt i HIT-Z and HIT-Z-R Anc hor Rods: HiltiHIT-Z and HIT-Z-R anchor rods have a conical shape onthe embedded section and a threaded section above theconcrete surface. Mechanical properties for the Hilti HIT-Zand HIT-Z-R anchor rods are provided in Table 2. The rodsare available in diameters as shown in Table 7 and Figure1. Hilti HIT-Z anchor rods are produced from carbon steeland furnished with a 0.005-millimeter-thick (5 m) zincelectroplated coating. Hilti HIT-Z-R anchor rods arefabricated from grade 316 stainless steel.

    3.2.4.2 Threaded Steel Rods : Threaded steel rods mustbe clean, continuously threaded rods (all-thread) indiameters as described in Tables 11 and 15 and Figure 1of this report. Steel design information for common gradesof threaded rods is provided in Table 3. Carbon steelthreaded rods must be furnished with a 0.0002-inch-thick(0.005 mm) zinc electroplated coating complying with

    ASTM B 633 SC 1 or must be hot-dipped galvanizedcomplying with ASTM A 153, Class C or D. Stainless steelthreaded rods must comply with ASTM F 593 or ISO 3506

    A4. Threaded steel rods must be straight and free ofindentations or other defects along their length. The endsmay be stamped with identifying marks and the embeddedend may be blunt cut or cut on the bias to a chisel point.

    3.2.4.3 Steel Reinforci ng Bars: Steel reinforcing barsare deformed bars (rebar). Tables 11, 15, and 19 andFigure 1 summarize reinforcing bar size ranges. Table 4summarizes specifications of common reinforcing bartypes and grades. The embedded portions of reinforcingbars must be straight, and free of mill scale, rust, debrisand other coatings (other than zinc) that may impair thebond with the adhesive. Reinforcing bars must not be bentafter installation except as set forth in Section 7.3.2 of ACI318, with the additional condition that the bars must bebent cold, and heating of reinforcing bars to facilitate field

    bending is not permitted.3.2.4.4 Hilt i HIS-N and HIS-RN Insert s: Hilti HIS-N andHIS-RN inserts have a profile on the external surface andare internally threaded. Mechanical properties for HiltiHIS-N and HIS-RN inserts are provided in Table 5. Theinserts are available in diameters and lengths as shown inTable 22 and Figure 1. Hilti HIS-N inserts are producedfrom carbon steel and furnished with a 0.005-millimeter-thick (5 m) zinc electroplated coating complying with

    ASTM B 633 SC 1. The stainless steel Hilti HIS-RN insertsare fabricated from X5CrNiMo17122 K700 steelconforming to DIN 17440. Specifications for common bolttypes that may be used in conjunction with Hilti HIS-N andHIS-RN inserts are provided in Table 6. Bolt grade and

    material type (carbon, stainless) must be matched to theinsert. Strength reduction factors, , corresponding tobrittle steel elements must be used for Hilti HIS-N and HIS-RN inserts.

    3.2.4.5 Ductility: In accordance with ACI 318 AppendixD, for a steel element to be considered ductile, the testedelongation must be at least 14 percent and reduction ofarea must be at least 30 percent. Steel elements with atested elongation of less than 14 percent or a reduction ofarea of less than 30 percent, or both, are consideredbrittle. Values for various steel materials are provided inTables 2, 3, 4, and 6 of this report. Where values arenonconforming or unstated, the steel must be consideredbrittle.

    3.3 Concrete:

    Normal-weight concrete must comply with Sections 1903and 1905 of the IBC, as applicable. The specifiedcompressive strength of the concrete must be from 2,500psi to 8,500 psi (17.2 MPa to 58.6 MPa).

    4.0 DESIGN AND INSTALL ATION

    4.1 Strength Design: Refer to Table 1 for the designparameters for specific installed elements, and refer toFigure 2 and Section 4.1.8 for a flowchart to determine theapplicable design bond strength or pullout strength.

    4.1.1 General: The design strength of anchors under the2009 and 2003 IBC, as well as Section 301.1.3 of the 2009and 2003 IRC, must be determined in accordance with ACI318-08 Appendix D and this report.

    The design strength of anchors under the 2006 IBC, aswell as Section 301.1.3 of the 2006 IRC, must bedetermined in accordance with ACI 318-05 Appendix Dand this report.

    A design example in accordance with the 2009 IBC isgiven in Figure 5 of this report.

    Design parameters are based on the 2009 IBC (ACI 318-08) unless noted otherwise in Sections 4.1.1 through4.1.12 of this report.

    The strength design of anchors must comply with ACI318 D.4.1, except as required in ACI 318 D.3.3.

    Design parameters, including strength reduction factors, , corresponding to each limit state, are provided in Table7 through Table 24. Strength reduction factors, , as givenin ACI 318 D.4.4 must be used for load combinationscalculated in accordance with Section 1605.2.1 of the IBCor Section 9.2 of ACI 318. Strength reduction factors, , asgiven in ACI 318 D.4.5 must be used for load combinationscalculated in accordance with ACI 318 Appendix C.

    The following section provides amendments to ACI 318 Appendix D as required for the strength design of adhesiveanchors. In conformance with ACI 318, all equations areexpressed in inch-pound units.

    Modify ACI 318 D.4.1.2 as follows:

    D.4.1.2In Eq. (D-1) and (D-2), Nn and Vn are thelowest design strengths determined from all appropriatefailure modes. Nn is the lowest design strength in tensionof an anchor or group of anchors as determined fromconsideration of Nsa , either Na or Nag , and either Ncb or Ncbg . Vn is the lowest design strength in shear of ananchor or a group of anchors as determined fromconsideration of Vsa , either Vcb or Vcbg , and either Vcp or Vcpg . For adhesive anchors subject to tension resultingfrom sustained loading, refer to D.4.1.4 for additionalrequirements.

    Add ACI 318 D.4.1.4 as follows:D.4.1.4For adhesive anchors subjected to tension

    resulting from sustained loading, a supplementary designanalysis shall be performed using Eq. (D-1) whereby N ua isdetermined from the sustained load alone, e.g., the deadload and that portion of the live load acting that may beconsidered as sustained and Nn is determined as follows:

    D.4.1.4.1For single anchors: Nn = 0.75 Na0 .

    D.4.1.4.2For anchor groups, Equation (D-1) shall besatisfied by taking Nn = 0.75 Na0 for that anchor in ananchor group that resists the highest tension load.

    D.4.1.4.3Where shear loads act concurrently with thesustained tension load, interaction of tension and shear

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    shall be analyzed in accordance with ACI 318 SectionD.4.1.3.

    Modify ACI 318 D.4.2.2 in accordance with the 2009 IBCSection 1908.1.10 as follows:

    D.4.2.2The concrete breakout strength requirementsfor anchors in tension shall be considered satisfied by thedesign procedure of D.5.2 provided Equation D-8 is notused for anchor embedments exceeding 25 inches. Theconcrete breakout strength requirements for anchors inshear with diameters not exceeding 2 inches shall beconsidered satisfied by the design procedure of D.6.2. Foranchors in shear with diameters exceeding 2 inches, shearanchor reinforcement shall be provided in accordance withthe procedures of D.6.2.9.

    4.1.2 Static Steel Strength in Tension : The nominalstrength of an anchor in tension as governed by the steel,Nsa , in accordance with ACI 318 Section D.5.1.2 andstrength reduction factors, , in accordance with ACI 318Section D.4.4, are given in the tables outlined in Table 1for the corresponding anchor steel.

    4.1.3 Static Concrete Breakout Strength in Tensio n: The nominal concrete breakout strength in tension, Ncb orNcbg , must be calculated in accordance with ACI 318 D.5.2

    with the following addition:D.5.2.10(2009 IBC) or D.5.2.9 (2006 IBC) The

    limiting concrete strength of adhesive anchors in tensionshall be calculated in accordance with D.5.2.1 to D.5.2.9under the 2009 IBC or D.5.2.1 to D.5.2.8 under the 2006IBC where the value of k c to be used in Eq. (D-7) shall be:

    kc,cr = 17 where analysis indicates cracking atservice load levels in the anchor vicinity(cracked concrete)

    kc,uncr = 24 where analysis indicates no cracking atservice load levels in the anchor vicinity(uncracked concrete)

    The basic concrete breakout strength of a single anchor

    in tension, Nb, must be calculated in accordance with ACI318 D.5.2.2 using the values of hef , and kc,cr or kc,uncr asdescribed in this report . Additional information for thedetermination of the nominal concrete breakout strength(Ncb or Ncbg ) is given in the tables outlined in Table 1 forthe corresponding anchor steel. The modification factor must be taken as 1.0. Anchors must not be installed inlightweight concrete. The value of f c must be limited to amaximum of 8,000 psi (55 MPa) in accordance with ACI318 Section D.3.5.

    4.1.4 Static Pullout Strength in Tension:

    4.1.4.1 Hilti HIT-Z and HIT-Z-R Anchor Rods: Thenominal pullout strength of a single anchor in accordancewith ACI 318 D.5.3.1 and D.5.3.2 in cracked anduncracked concrete, Np,cr and Np,uncr , respectively, is givenin Table 10. For all design cases c,P = 1.0.

    4.1.4.2 Threaded Rod, Steel Reinforcing Bars, andHilti HIS-N and HIS-RN Inserts: In lieu of determining thenominal pullout strength in accordance with ACI 318 D.5.3,nominal bond strength in tension must be calculated inaccordance with the following sections added to ACI 318:

    D.5.3.7The nominal bond strength of an adhesiveanchor, N a , or group of adhesive anchors, N ag , in tensionshall not exceed:

    (a) For a single anchor:

    Na = ANa ANa0

    ed,Na p,Na N a0 (D-16a)

    (b) For a group of anchors:

    Na = ANa ANa0

    ed,Na g,Na ec,Na p,Na N a0 (D-16b)

    where:

    ANa is the projected area of the failure surface for thesingle anchor or group of anchors that shall beapproximated as the base of the rectilinear geometricalfigure that results from projecting the failure surfaceoutward a distance c cr,Na from the centerlines of the singleanchor, or in the case of a group of anchors, from a linethrough a row of adjacent anchors. A Na shall not exceednANa0 where n is the number of anchors in tension in thegroup. In ACI 318 Figures RD.5.2.1(a) and RD.5.2.1(b),the terms 1.5h ef and 3.0h ef shall be replaced with c cr,Na ands cr,Na , respectively.

    ANa0 is the projected area of the failure surface of asingle anchor without the influence of proximate edges inaccordance with Eq. (D-16c):

    ANa0 = s cr,Na2 (D-16c)

    with:

    s cr,Na = as given by Eq. (D-16d)

    D.5.3.8The critical spacing s cr,Na and critical edgedistance c cr,Na shall be calculated as follows:

    s cr,Na =20 d k,uncr 1,450 3 h ef (D-16d)ccr,Na =

    s cr,Na2

    (D-16e)

    D.5.3.9The basic strength of a single adhesive anchorin tension in cracked concrete shall not exceed:

    Na0 = k,cr d h ef (D-16f)where:

    k,cr is the characteristic bond strength in cracked concrete.D.5.3.10The modification factor for the influence of the

    failure surface of a group of adhesive anchors is:

    g,Na = g,Na0 +S

    s cr,Na

    0.5 1- g,Na0 (D-16g)

    where:

    g,Na0 = n - n -1 k,cr k,max r 1.5

    1.0 (D-16h )

    where:

    n = the number of tension-loaded adhesiveanchors in a group

    s = spacing of anchors

    k,max,cr =kc,cr d hef f' c (D-16i)

    The value of f c must be limited to maximum of 8,000 psi(55 MPa) in accordance with ACI 318 Section D.3.5.

    D.5.3.11The modification factor for eccentricallyloaded adhesive anchor groups is:

    ec,Na =1

    1+2e' N

    s cr,Na

    1.0 (D-16j)

    Eq. (D-16j) is valid for e' N s2

    If the loading on an anchor group is such that onlycertain anchors are in tension, only those anchors that arein tension shall be considered when determining theeccentricity, e N, for use in Eq. (D-16j).

    In the case where eccentric loading exists about two

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    orthogonal axes, the modification factor ec,Na shall becomputed for each axis individually and the product ofthese factors used as ec,Na in Eq. (D-16b).

    D.5.3.12The modification factor for the edge effects forsingle adhesive anchors or anchor groups loaded intension is:

    ed,Na =1.0 for c a,min c cr,Na (D-16l)

    or:

    ed,Na = 0.7 + 0.3c

    a,minccr,Na 1.0 for c a,min c cr,Na (D-16m)

    D.5.3.13When an adhesive anchor or a group ofadhesive anchors is located in a region of a concretemember where analysis indicates no cracking at serviceload levels, the nominal strength, N a or N ag , of a singleadhesive anchor or a group of adhesive anchors shall becalculated according to Eq. (D-16a) and Eq. (D-16b) with k,uncr substituted for k,cr in the calculation of the basic

    strength N a0 , in accordance with Eq. (D-16f). The factor g,Na0 shall be calculated in accordance with Eq. (D-16h)whereby the value of k,max,uncr shall be calculated inaccordance with Eq. (D-16n) and substituted for k,max,cr inEq. (D-16h).

    k,max,uncr =kc,uncr d hef f' c (D-16n)

    D.5.3.14When an adhesive anchor or a group ofadhesive anchors is located in a region of a concretemember where analysis indicates no cracking at serviceload levels, the modification factor p,Na shall be taken as:

    p,Na = 1.0 for c a,min c ac (D-16o)

    or:

    p,Na =max ca,min ; ccr,Na

    cac for c a,min c ac (D-16p)

    where c ac must be determined in accordance with Section4.1.10 of this report.

    For all other cases: p,Na = 1.0

    Additional information for the determination of nominalbond strength in tension is given in Section 4.1.8.

    4.1.5 Static Steel Strengt h in Shear: The nominal staticstrength of an anchor in shear as governed by the steel,Vsa , in accordance with ACI 318 Section D.6.1.2 and thecorresponding strength reduction factors, , are given inthe tables outlined in Table 1 for the corresponding anchorsteel.

    4.1.6 Static Concrete Breakou t Strength in Shear: Thenominal concrete breakout strength of a single anchor orgroup of anchors in shear, Vcb or Vcbg , must be calculatedin accordance with ACI 318 D.6.2 based on informationgiven in the tables outlined in Table 1 for thecorresponding anchor steel. The basic concrete breakoutstrength of a single anchor in shear, Vb, must be calculatedin accordance with ACI 318 D.6.2.2 using the values of d and hef given in the tables as outlined in Table 1 for thecorresponding anchor steel in lieu of do and le ,respectively. In no case must le exceed 8d . The value of f c must be limited to a maximum of 8,000 psi (55 MPa) inaccordance with ACI 318 D.3.5.

    4.1.7 Static Concr ete Pryout Strength in Shear:

    4.1.7.1 Hilt i HIT-Z and HIT-Z-R Anchor Rods: Thenominal pryout strength of a single anchor or group ofanchors, Vcp or Vcpg , respectively, must be calculated in

    accordance with ACI 318 D.6.3, where the value of Ncb or

    Ncbg is determined in accordance with section 4.1.3 of thisreport.

    4.1.7.2 Threaded Rod, Steel Reinforc ing Bars, andHilti HIS-N and HIS-RN Inserts In lieu of determining thenominal pryout strength in accordance with ACI 318D.6.3.1, nominal pryout strength in shear must becalculated in accordance with the following sections addedto ACI 318 Appendix D:

    D.6.3.2The nominal pryout strength of a singleadhesive anchor V cp or group of adhesive anchors V cpg shall not exceed:

    (a) For a single adhesive anchor:

    Vcp = min kcp N a ; kcp N cb (D-30a)(b) For a group of anchors:

    Vcpg =min kcp N ag ; kcp N cbg (D-30b)where:

    kcp = 1.0 for h ef < 2.5 in. (64 mm)

    kcp = 2.0 for h ef > 2.5 in. (64 mm)

    Na shall be calculated in accordance with Eq. (D-16a)

    Nag shall be calculated in accordance with Eq. (D-16b)

    Ncb and N cbg are determined in accordance with D.5.2.1 toD.5.2.9.

    4.1.8 Bond Strength/Pullou t Strength Determination:

    4.1.8.1 Hilt i HIT-Z and HIT-Z-R Anchor Rods: Pulloutstrength values are a function of the concrete compressivestrength, whether the concrete is cracked or uncracked,the drilling method (hammer drill, including Hilti hollow drillbit, diamond core drill) and installation conditions (dry,water-saturated). The resulting characteristic pulloutstrength must be multiplied by the associated strengthreduction factor nn as follows:

    HILTI HIT-Z AND HIT-Z-R THREADED RODS

    DRILLINGMETHOD

    CONCRETETYPE

    PERMISSIBLEINSTALLATIONCONDITIONS

    PULLOUTSTRENGTH

    ASSOCIATEDSTRENGTHREDUCTIONFACTOR

    Hammer-drill

    (or Hilti TE-CD or TE-YD HollowDrill Bit) or

    DiamondCore Bit

    UncrackedDry Np,uncr d

    Water saturated Np,uncr ws

    Cracked

    Dry Np,cr d

    Water saturated Np,cr ws

    Figure 2 of this report presents a pullout strength designselection flowchart. Strength reduction factors fordetermination of the bond strength are given in the tables

    referenced in Table 1 of this report.4.1.8.2 Threaded Rod, Steel Reinforci ng Bars, andHilti HIS-N and HIS-RN Inserts: Bond strength values area function of the concrete compressive strength, whetherthe concrete is cracked or uncracked, the drilling method(hammer drill, including Hilti hollow drill bit), the steelelement type, and installation conditions (dry, watersaturated). The resulting characteristic bond strength mustbe multiplied by the associated strength reduction factor nn as follows:

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    DRILLINGMETHOD

    CONTYP

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    (or Hilti TE-CD or TE-YD Hollow

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    ofin

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    strength k,cr bles summar r steel.

    Interactionns that incluction of tensiordance with

    llowable Str

    General: inations in aable Stress

    lished using E

    able , ASD = Nn

    able , ASD = Vn

    :

    able,ASD = Allow

    able,ASD = Allow

    = Lowest d in tension asndix D with ans 1908.1.9

    .1.16, as appli

    = Lowest de

    n is permitted

    of h/h ef betwph above.

    d Rod, Steel-RN Inserts

    ned as follows

    ax 3.1-0.7h

    hef ;

    the characte, h is the meth.

    taken as grea

    ngth in Seisstructures assr F under the

    etermined inadjusted in ar 2006 IBCnts, the an

    nce with ACIas applicable.be adjusted

    in Table 1 forthe nominal

    must be adjusized in Table

    of Tensile ae combinedn and shear lCI 318 Secti

    ess Design:

    or anchorsccordance wiDesign), all

    q. (4-2) and E

    able tension lo

    able shear loa

    sign strengthdetermined inendments in

    and 1908.1.1able.

    sign strength

    P

    to determine

    een 2.35 an

    ReinforcingIn lieu of ACI

    :

    ;1.4

    ristic bond sber thickness

    ter than:

    mic Designigned to Seis IBC or IRC,ccordance wicordance witSection 190hor strength18-08 D.3.3.5The nominaly V,seis as g

    he correspondpullout stren

    ted by N,seis 1 for the cor

    nd Shear Ftension andoads must ben D.7.

    designed uth IBC Sectiwable loads. (4-3):

    ad (lbf or kN)

    d (lbf or kN)

    of an anchoraccordance withis report an and 2006 I

    of an anchor

    ge 5 of 38

    the ratio of

    1.35 as

    Bars, and318 D.8.6,

    Eq. (4-1)

    trength in, and hef is

    ategoriesic Design

    the anchorh ACI 3182009 IBC

    .1.16. Formust be

    or D.3.3.6,teel shear

    iven in theing anchorth Np, cr or

    s given inresponding

    rces: Forshear, thecalculated

    sing loadn 1605.3must be

    Eq. (4-2)

    Eq. (4-3)

    or anchorith ACI 318

    2009 IBCC Section

    or anchor

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    group in shear as determined in accordance with ACI 318 Appendix D with amendments in this report, 2009 IBCSections 1908.1.9 and 1908.1.10 and 2006 IBC Section1908.1.16, as applicable.

    = Conversion factor calculated as a weighted averageof the load factors for the controlling load combination. Inaddition, must include all applicable factors to accountfor non-ductile failure modes and required over-strength.

    Limits on edge distance, anchor spacing and member

    thickness described in this report must apply. Example Allowable Stress Design calculations are provided in Table25.

    4.2.2 Interaction of Tensile and Shear Forces: In Lieuof ACI 318 D.7.1, D.7.2, and D.7.3, interaction must becalculated as follows:

    For shear loads V 0.2 Vallowable,ASD , the full allowableload in tension shall be permitted.

    For tension loads T 0.2 Tallowable,ASD , the full allowableload in shear shall be permitted.

    For all other cases:T

    Tallowable , ASD+ V

    Vallowable , ASD 1.2 Eq. (4-4)

    4.3 Installation:

    Installation parameters are illustrated in Figure 1.Installation of the Hilti HIT-HY 200 Adhesive AnchorSystem must conform to the manufacturers publishedinstallation instructions included in each unit package asprovided in Figure 6 of this report. Anchor locations mustcomply with this report and the plans and specificationsapproved by the code official.

    4.4 Special Inspectio n:

    Periodic special inspection must be performed whererequired in accordance with Sections 1704.4 and 1704.15of the 2009 IBC, or Section 1704.13 of the 2006 or 2003IBC, whereby periodic special inspection is defined inSection 1702.1 of the IBC and this report. The specialinspector must be on the jobsite initially during anchorinstallation to verify anchor type, anchor dimensions,concrete type, concrete compressive strength, holedimensions, hole cleaning procedures, anchor spacing,edge distances, concrete thickness, anchor embedment,and tightening torque. The special inspector must verify theinitial installations of each type and size of adhesiveanchor by construction personnel on site. Subsequentinstallations of the same anchor type and size by the sameconstruction personnel may be performed in the absenceof the special inspector. Any change in the anchor productbeing installed or the personnel performing the installationrequires an initial inspection. For ongoing installations overan extended period, the special inspector must makeregular inspections to confirm correct handling andinstallation of the product.

    Continuous special inspection is required for all caseswhere anchors installed overhead (vertical up) aredesigned to resist sustained tension loads.

    Under the IBC, additional requirements as set forth inSections 1705, 1706, and 1707 must be observed, whereapplicable.

    5.0 CONDITIONS OF USE

    The Hilti HIT-HY 200 Adhesive Anchor System describedin this report is a suitable alternative to what is specified inthe codes listed in Section 1.0 of this report, subject to thefollowing conditions:

    5.1 Hilti HIT-HY 200 Adhesive anchors must be installedin accordance with the manufacturers publishedinstallation instructions as included in the adhesivepackaging and provided in Figure 6 of this report.

    5.2 The anchors must be installed in cracked anduncracked normal-weight concrete having a specifiedcompressive strength f c = 2,500 psi to 8,500 psi (17.2MPa to 58.6 MPa).

    5.3 The values of f c used for calculation purposes mustnot exceed 8,000 psi (55.1 MPa)

    5.4 Anchors must be installed in concrete base materialsin holes predrilled in accordance with the instructionsin Figure 6, using carbide-tipped masonry drill bitsmanufactured with the range of maximum andminimum drill-tip dimensions specified in ANSIB212.15-1994. The Hilti HIT-Z(-R) anchor rods maybe installed in holes predrilled using diamond coredrill bits.

    5.5 Loads applied to the anchors must be adjusted inaccordance with Section 1605.2 of the IBC forstrength design and in accordance with Section1605.3 of the IBC for allowable stress design.

    5.6 Hilti HIT-HY 200 adhesive anchors are recognized foruse to resist short- and long-term loads, includingwind and earthquake, subject to the conditions of thisreport.

    5.7 In structures assigned to Seismic Design Category C,D, E or F under the IBC or IRC, anchor strength mustbe adjusted in accordance with 2009 IBC Section1908.1.9 or 2006 IBC Section 1908.1.16.

    5.8 Hilti HIT-HY 200 adhesive anchors are permitted tobe installed in concrete that is cracked or that may beexpected to crack during the service life of the anchor,subject to the conditions of this report.

    5.9 Strength design values must be established inaccordance with Section 4.1 of this report.

    5.10 Allowable design values must be established inaccordance with Section 4.2 of this report.

    5.11 Minimum anchor spacing and edge distance as wellas minimum member thickness must comply with thevalues noted in this report.

    5.12 Prior to anchor installation, calculations and detailsdemonstrating compliance with this report must besubmitted to the code official. The calculations anddetails must be prepared by a registered designprofessional where required by the statutes of the

    jurisdiction in which the project is to be constructed.

    5.13 Anchors are not permitted to support fire-resistiveconstruction. Where not otherwise prohibited by thecode, Hilti HIT-HY 200 adhesive anchors arepermitted for installation in fire-resistive constructionprovided that at least one of the following conditions isfulfilled:

    Anchors are used to resist wind or seismic forcesonly.

    Anchors that support gravity loadbearing structuralelements are within a fire-resistive envelope or afire-resistive membrane, are protected by approvedfire-resistive materials, or have been evaluated forresistance to fire exposure in accordance withrecognized standards.

    Anchors are used to support nonstructural

    elements.

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    5.14 Since an ICC-ES acceptance criteria for evaluatingdata to determine the performance of adhesiveanchors subjected to fatigue or shock loading isunavailable at this time, the use of these anchorsunder such conditions is beyond the scope of thisreport.

    5.15 Use of zinc-plated carbon steel threaded rods or steelreinforcing bars is limited to dry, interior locations.

    5.16 Use of hot-dipped galvanized carbon steel threadedrods with a coating complying with ASTM A153 ClassC or D, and stainless steel rods, is permitted forexterior exposure or damp environments.

    5.17 Steel anchor materials in contact with preservative-treated and fire-retardant-treated wood must be ofzinc-coated carbon steel or stainless steel. Theminimum coating weights for zinc-coated steel mustcomply with ASTM A 153 Class C or D.

    5.18 Periodic special inspection must be provided inaccordance with Section 4.4 of this report. Continuousspecial inspection for overhead installations (verticalup) that are designed to resist sustained tension loadsmust be provided in accordance with Section 4.4 ofthis report.

    5.19 Hilti HIT-HY 200-A adhesive anchors may be used toresist tension and shear forces in floor, wall, andoverhead installations only if installation is intoconcrete with a temperature between 14F and 104F(-10C and 40C) ) for threaded rods, rebar, and HiltiHIS-(R)N inserts, or between 41F and 104F (5Cand 40C) for Hilti HIT-Z(-R) anchor rods. Overheadinstallations require the use of piston plugs (HIT-SZ, -IP) during injection, and the anchor must besupported until fully cured (i.e., with Hilti HIT-OHWwedges, or other suitable means). Installations inconcrete temperatures below 32F require theadhesive to be conditioned to a minimum temperatureof 32F.

    5.20 Hilti HIT-HY 200-A and Hilti HIT-HY 200-R adhesivesare manufactured by Hilti GmbH, Kaufering,Germany, with quality control inspections by UL LLC

    (AA-668).

    5.21 Hilti HIT-Z and HIT-Z-R rods are manufactured by Hilti AG, Schaan, Liechtenstein, with quality controlinspections by UL LLC (AA-668).

    5.22 Hilti HIS-N and HIS-RN inserts are manufactured byHilti (China) Ltd., Guangdong, China, with qualitycontrol inspections by UL LLC (AA-668).

    6.0 EVIDENCE SUBMITTED

    Data in accordance with the ICC-ES Acceptance Criteriafor Post-installed Adhesive Anchors in Concrete (AC308),dated February 2013, including but not limited to testsunder freeze/thaw conditions (Table 4.2, test series 6).

    7.0 IDENTIFICATION

    7.1 Hilti HIT-HY 200-A and Hilti HIT-HY 200-R adhesiveis identified by packaging labeled with themanufacturers name (Hilti Corp.) and address,product name, lot number, expiration date, evaluationreport number (ICC-ES ESR-3187), and the name ofthe inspection agency (UL LLC).

    7.2 Hilti HIT-Z and HIT-Z-R rods are identified bypackaging labeled with the manufacturer's name (HiltiCorp.) and address, anchor name, evaluation reportnumber (ICC-ES ESR-3187), and the name of theinspection agency (UL LLC).

    7.3 Hilti HIS-N and HIS-RN inserts are identified bypackaging labeled with the manufacturer's name (HiltiCorp.) and address, anchor name and size,evaluation report number (ICC-ES ESR-3187), andthe name of the inspection agency (UL LLC).

    7.4 Threaded rods, nuts, washers, bolts, cap screws, anddeformed reinforcing bars are standard elements andmust conform to applicable national or internationalspecifications.

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    HIL

    Name and

    HIT-Z(-R) 3/8''

    HIT-Z(-R) 3/8''

    HIT-Z(-R) 3/8''

    HIT-Z(-R) 1/2''

    HIT-Z(-R) 1/2''

    HIT-Z(-R) 1/2''

    HIT-Z(-R) 5/

    HIT-Z(-R) 5/

    HIT-Z(-R) 5/8''

    HIT-Z(-R) 3/4''

    HIT-Z(-R) 3/4''

    HIT-Z(-R) M

    HIT-Z(-R) M1

    HIT-Z(-R) M1

    HIT-Z(-R) M1

    HIT-Z(-R) M1

    HIT-Z(-R) M1HIT-Z(-R) M1

    HIT-Z(-R) M1

    HIT-Z(-R) M1

    HIT-Z(-R) M1

    HIT-Z(-R) M1

    HIT-Z(-R) M1

    HIT-Z(-R) M

    HIT-Z(-R) M

    st Widely Acc

    I HIT-Z AND HI

    Size

    x 4 3/8''

    x 5 1/8''

    x 6 3/8''

    x 4 1/2''

    x 6 1/2''

    x 7 3/4''

    '' x 6''

    '' x 8''

    x 9 1/2''

    x 8 1/2''

    x 9 3/4''

    10x95

    0x115

    0x135

    0x160

    2x105

    2x1402x155

    2x196

    6x155

    6x175

    6x205

    6x240

    0x215

    0x250

    h

    epted and Tru

    T-Z-R ANCHO

    l

    nchor Length

    in (mm)

    43/8 (111)

    51/8 (130)

    63/8 (162)

    41/2 (114)

    61/2 (165)

    73/4 (197)

    6 (152)

    8 (203)

    91/2 (241)

    81/2 (216)

    93/4 (248)

    33/4 (95)

    41/2 (115) 5/16 (135) 5/16 (160)

    41/8 (105)

    51

    /2 (140) 61/8 (155)

    73/4 (196)

    61/8 (155)

    67/8 (175) 1/16 (205) 7/16 (240)

    81/2 (215) 13/16 (250)

    F

    ted

    ROD

    l helix

    Helix Le

    in

    21/4

    21/4

    21/4

    21/2

    21/2

    21/2

    35/8

    35/8

    35/8

    4

    4

    23/8

    23/8

    23/8

    23/8

    23/8

    23

    /8 23/8

    23/8

    311 /16

    311 /16

    311 /16

    311 /16

    315 /16

    315 /16

    IGURE 1INS

    ngthS

    (mm) in

    (57) 5/1

    (57) 5/1

    (57) 5/1

    (63) 5/1

    (63) 5/1

    (63) 5/1

    (92) 7/1

    (92) 7/1

    (92) 115/

    (102) 7/1

    (102) 111 /

    (60) 5/1

    (60) 5/1

    (60) 5/1

    (60) 5/1

    (60) 5/1

    (60) 5

    /1

    (60) 5/1

    (60) 5/1

    (93) 7/1

    (93) 7/1

    (93) 7/1

    (93) 11/

    (100) 1/2

    (100) 17/

    ALL ATION PA

    ooth ShankLength

    (mm)

    6 (8)

    6 (8)

    6 (8)

    6 (8)

    6 (8)

    6 (8)

    6 (11)

    6 (11)

    16 (49)

    6 (12)

    16 (44)

    6 (8)

    6 (8)

    6 (8)

    6 (8)

    6 (8)

    6 (8) 6 (8)

    6 (8)

    6 (11)

    6 (11)

    6 (11)

    4 (32)

    (13)

    8 (48)

    RAMETERS

    Total ThreLength

    In (

    113/16 (

    29/16 (

    313/16 (

    111 /16 (

    311 /16 (

    415/16 (1

    115/16 (

    315/16 (1

    315/16 (1

    4 (1

    4 (1

    11/8 (

    17/8 (

    25/8 (

    35/8 (

    11/2 (

    27

    /8 (33/8 (

    5 (1

    2 (

    213/16 (

    4 (1

    41/2 (1

    4 (1

    4 (1

    P

    ad UsabL

    m) in

    46) 15/16

    65) 2 1/16

    97) 35/16

    43) 1

    94) 31/16

    26) 45/16

    49) 11/8

    00) 31/8

    00) 31/8

    02) 31/16

    02) 31/16

    27) 9/16

    47) 15/16

    67) 21/8

    92) 31/8

    37) 13/16

    72) 23

    /16

    87) 213 /16

    28) 47/16

    51) 13/16

    71) 115 /16

    01) 31/8

    15) 311 /16

    02) 31/16

    02) 31/16

    ge 8 of 38

    le Threadength

    (mm)

    (33)

    (52)

    (84)

    (26)

    (77)

    (109)

    (28)

    (79)

    (79)

    (77)

    (77)

    (14)

    (34)

    (54)

    (79)

    (21)

    (56) (71)

    (112)

    (30)

    (50)

    (80)

    (94)

    (78)

    (78)

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    st Widely Acc

    DEFORMED R

    h

    epted and Tru

    EINFORCMEN

    FIGU

    ted

    E 1INSTALL

    TION PARAM

    HILTI HIS-N A

    TERS (Conti n

    THREADED R

    ND HIS-RN TH

    ed)

    h

    h

    P

    OD

    EADED INSER

    ge 9 of 38

    TS

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    1

    2

    1

    2

    3

    4

    5

    6

    7

    8

    9

    SR-3187 | M

    TABLE

    HIT-Z AND HI

    C A R B O N S T E E L

    3/8-in. toM12 - AI3/4-in. - A18MnV5

    M16 - AI

    M20 - AI

    S T A I N L E S S S T E E L

    3/8-in. toM12Grade 31X5CrNi

    M16Grade 31X5CrNi

    M20

    Grade 31X5CrNi

    Steel propertiesNuts of other gr have specified

    THREADED RO

    C A R B O N S T E E L

    ASTM A 1 2

    1

    /2 in. ( ASTM F 5M5 ( 1/4 in.)(equivalen

    ISO 898-1

    ISO 898-1

    S T A I N L E S S S T E E L

    ASTM F 51/4-in. to

    5/

    ASTM F 53/4-in. to 1

    1

    ISO 3506-M8 M24

    ISO 3506-M27 M3

    Hilti HIT-HY 20comply with the

    ANSI B1.13M MStandard SpeciStandard SpeciMechanical proStandard SteelMechanical proBased on 2-in. (Nuts of other gr have specified

    Nuts for fraction

    st Widely Acc

    2SPECIFICA

    T-Z-R ROD SP

    /8-in. and M10 tSI 1038ISI 1038 or

    SI 1038

    SI 1038 or 18M

    /4-in. and M10 t

    6 DIN-EN 1026o 17-12-2+AT

    6 DIN-EN 1026o 17-12-2+AT

    6 DIN-EN 1026o 17-12-2+AT

    are minimum vdes and stylesroof load stress

    D SPECIFICAT

    93 2 Grade B7

    64 mm)8M3 Class 5.8to M24 (1 in.)

    t to ISO 898-1)

    4 Class 5.8

    4 Class 8.8

    93 5 CW1 (316)-in.

    93 5 CW2 (316)/2-in.

    16 A4-70

    16 A4-500

    adhesive maycode referenceProfile Metric T

    ication for Alloy-ication for Carberties of fasten

    Specification forerties of corrosi

    50 mm) gauge ldes and stylesroof load stress

    al rods.

    epted and Tru

    IONS AND PH

    CIFICATION

    psi

    (MPa)

    psi

    (MPa)

    V5psi

    (MPa)

    3-5

    psi

    (MPa)

    3-5psi

    (MPa)

    3-5

    psi

    (MPa)

    lues and maximhaving specified

    s equal to or gr

    ABLE 3SPECARBON A

    ION

    str

    psi

    (MPa)psi

    (MPa)

    MPa

    (psi)

    MPa

    (psi) (

    psi

    (MPa)

    psi

    (MPa)

    MPa

    (psi) (

    MPa

    (psi)

    e used in conjustandards and thread Series. VSteel and Stainln and Alloy Sters made of carbStainless Steelon-resistant staingth except for

    having specifieds equal to or gr

    ted

    SICAL PROPE

    Minimumspecifiedultimate

    strength, f uta

    94,200

    (650)

    88,400

    (610)

    86,200

    (595)

    94,200

    (650)

    88,400

    (610)

    86,200

    (595)

    um values will vproof load stresater than the m

    IFICATIONS AD STAINLESS

    inimumpecified

    ultimateength, f uta

    syiel

    0.o

    125,000

    (862)72,500

    (500)

    500

    (72,500) (

    800

    116,000) (

    100,000

    (689)

    85,000

    (586)

    700

    101,500) (

    500

    (72,500) (

    nction with all gr at have threadlues for threade

    ess Steel Boltinl Externally Thr

    on steel and allolts, Hex Cap

    nless steel faste A 193, which ar proof load stresater than the m

    RTIES OF FRA

    Minimumspecified

    yieldstrength.2 percentoffset, f ya

    f

    75,300

    (520)

    71,000

    (490)

    69,600

    (480)

    75,300

    (520)

    71,000

    (490)

    69,600

    (480)

    ry due to the cses greater thaninimum tensile s

    D PHYSICAL

    STEEL THREA

    inimumpecifiedd strength2 percentffset, f ya

    f ut

    105,0001

    (724)58,000

    1(400)

    4001

    58,000)

    6401

    92,800)

    65,0001

    (448)

    45,0001

    (310)

    450165,250)

    2102

    30,450)

    des of continuoharacteristics cd rod types andMaterials for Hi

    eaded Metric Fay steel Part 1:crews, and Stu

    ners Part 1: B based on a ga

    ses greater thaninimum tensile s

    CTIONAL AND

    uta /f yaElong

    miperc

    1.25 8

    1.25 8

    ld forming of th the specified gr trength of the s

    ROPERTIES ODED ROD MAT

    a /f yaElongati

    min.percen

    .19 16

    .25 10

    .25 22

    .25 12

    .54 20

    .89 25

    .56 40

    .38 40

    usly threaded cmparable withassociated nuts

    igh-Temperaturesteners Bolts, screws aslts, screws and

    uge length of 4dthe specified gr trength of the s

    METRIC HIT-Z

    ation,n.ent

    Redun of A

    minperc

    20

    20

    rod.ade and style ar ecified threade

    F COMMONERIALS 1

    n,

    7

    Reductionof Area,

    min.percent

    50

    35

    -

    52

    -

    -

    -

    -

    rbon or stainlesNSI B1.1 UNCsupplied by Hilti Service

    nd studs

    studs and ISO 898, wade and style ar ecified threade

    Pa

    ND HIT-Z-R R

    tiorea,.nt

    Specifin

    ASTGr

    ASTTyp

    e also suitable.rod.

    Specificatio

    ASTM A 56

    ASTM A 563

    DIN 934

    DIN 934

    DIN 934

    ASTM

    ASTM

    ISO

    ISO

    s steel rod (all-tCoarse Threadi are provided h

    hich is based one also suitable.

    rod.

    e 11 of 38

    DS 1

    ation forts 2

    A 563de A

    F 594e 316

    uts must

    n for nuts 8

    Grade DH

    Grade DH 9

    (8-A2K)

    Grade 6

    Grade 8

    F 594

    F 594

    032

    032

    read) thateries or

    re.

    5d.

    uts must

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    1

    2

    3

    4

    13

    11

    BS

    3

    3

    1

    2

    3

    4

    5

    6

    7

    SR-3187 | M

    EINFORCING

    STM A 615 1 Gr

    STM A 6151 Gr

    STM A 706 2 Gr

    IN 488 3 BSt 50

    AN/CSA-G30.1

    Standard SpeciStandard SpeciReinforcing steBillet-Steel Bars

    TABLE 5

    ILTI HIS-N AN

    arbon SteelIN EN 10277-3561 9SMnPb28/8-in. and M8 toarbon SteelIN EN 10277-3561 9SMnPb28/2 to

    3/4-in. and

    tainless Steel

    N 10088-3 X5C

    OLT, CAP SCRPECIFICATION

    AE J429 3 Grad

    STM A 325 4 1/2

    STM A193 5 Gra16) for use with

    STM A193 5 Gra21) for use with

    Minimum GradeOnly stainless sMechanical andStandard SpeciStandard SpeciNuts must havestud.Nuts for stainles

    st Widely Acc

    ABLE 4SPE

    AR SPECIFIC

    . 60

    . 40

    . 60

    0

    84 Gr. 400

    ication for Defor ication for Lowl; reinforcing ste for Concrete R

    SPECIFICATI

    HIS-RN INSE

    11SMnPb30+cKM10

    11SMnPb30+cK12 to M20

    rNiMo 17-12-2

    TABLE

    W OR STUD

    5

    to 1-in.

    de B8M (AISIHIS-RN

    de B8T (AISIHIS-RN

    5 bolts, cap scr teel bolts, cap sMaterial Requir ication for Strucication for Alloy-specified minim

    s steel studs m

    epted and Tru

    IFICATIONS A

    TION

    med and Plainlloy Steel Defor el bars; dimensiinforcement

    NS AND PHYS

    TS

    r DIN

    (

    r DIN

    (

    (

    6SPECIFICASCREWS AND

    Minspeulti

    stren

    psi 12

    (MPa) (8

    psi 12

    (MPa) (8

    psi 11

    (MPa) (7

    psi 12

    (MPa) (8

    ews or studs murews or studs m

    ements for Exter ural Bolts, SteelSteel and Stainlum proof load st

    st be of the sam

    ted

    ND PHYSICAL

    ps(M

    ps(M

    ps(M

    M(ps

    M(ps

    arbon Steel Bar med and Plain Bons and masses

    ICAL PROPER

    psi

    Pa)

    psi

    Pa)

    psi

    Pa)

    IONS AND PH STUDS FOR U

    imumcifiedmategth f uta

    Misp

    yield0.2

    off

    ,000 9

    28) (

    ,000 9

    28) (

    ,000 9

    59) (

    ,000 10

    62) (

    st be used withust be used witnally Threaded, Heat Treated,ess Steel Boltinress equal to or

    e alloy group as

    ROPERTIES O

    Mini

    ia)

    ia)

    ia)

    ai)

    ai)

    s for Concretears for Concrete

    IES OF FRAC

    inimum specif strength

    71,05

    (490)

    66,70

    (460)

    101,5

    (700)

    SICAL PROPESE WITH HIS-N

    imumcified

    strengthercent

    set f ya

    f uta /

    ,0001.

    634)

    ,0001.

    634)

    ,0001.1

    655)

    0,0001.

    690)

    arbon steel HIS HIS-RN insertsasteners 20/105 ksi Mini Materials for Higreater than the

    the specified b

    F COMMON S

    mum specifiedstrength, f ut

    90,000(620)

    60,000(414)

    80,000(550)

    550(79,750)

    540(78,300)

    einforcement Reinforcement

    IONAL AND M

    ied ultimate, f uta

    0

    )

    0

    )

    0

    )

    RTIES OF COM AND HIS-RN I

    f yaElongati

    min.

    0 14

    0 14

    6 15

    5 12

    inserts..

    mum Tensile Str igh-Temperaturespecified minim

    lt, cap screw, o

    EEL REINFOR

    ultimatea

    ETRIC HIS-N A

    Minimum

    MON BOLTS,SERTS 1,2

    n, Reductioof Area,min.

    35

    35

    45

    35

    ength Service

    um full-size tens

    stud.

    Pa

    ING BARS

    inimum specistrength,

    60,000(414)

    40,000(276)

    60,000(414)

    500(72,500

    400(58,000

    D HIS-RN INS

    pecified yield

    59,450

    (410)

    54,375

    (375)

    50,750

    (350)

    AP

    nSpecificati

    SAE

    A 563 C,DH3 He

    ASTM Alloy Gro

    ASTM Alloy Gro

    ile strength of th

    e 12 of 38

    ied yieldf ya

    )

    )

    RTS

    trength, f ya

    n for nuts 6

    J995

    3, D, DH,avy Hex

    F 594 7

    p 1, 2 or 3

    F 594 7

    p 1, 2 or 3

    e specified

  • 8/10/2019 HY 200 - ESR-3187 Hilti HIT-Z

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    DI

    R

    Rs

    C A R B O N S T E E L

    S T A I N L E

    S S S T E E L

    1 2

    SR-3187 | M

    TAB

    ESIGNFORMATION

    od O.D.

    od effective croctional area

    Nominal strenas governed

    steel strength

    Reduction forseismic shea r

    Strength redufactor for tens

    Strength redufactor for she

    Nominal strenas governedsteel strength

    Reduction forseismic shear

    Strength redufactor for tens

    Strength redufactor for she

    or SI: 1 inch 2or pound-inch u

    Steel propertiesFor use with the

    st Widely Acc

    E 7STEEL D

    Symbo

    d

    s- A se

    gthy

    1

    Nsa

    Vsa

    V,seis

    ctionion 2

    ctionr 2

    gthy

    1

    Nsa

    Vsa

    V,seis

    ctionion 2

    ctionr 2

    5.4 mm, 1 lbf =nits: 1 mm = 0.0

    are minimum v load combinati

    epted and Tru

    Fractional

    ESIGN INFORM

    l Units3/

    in. 0.3

    (mm) (9.

    in.2 0.0

    (mm 2) (5

    lb 7,3

    (kN) (32

    lb 3,2

    (kN) (14

    - 1.

    -

    -

    lb 7,3

    (kN) (32

    lb 4,3

    (kN) (19

    - 1.

    -

    -

    .448 N, 1 psi =3937 inches, 1

    lues and maximns of ACI 318 S

    ted

    and Metric HIT Anc hor Ro

    ATION FOR FR

    ominal Rod Di

    8 1/2

    75 0.5

    5) (12.7)

    75 0.1419

    0) (92)

    06 13,377

    .5) (59.5)

    15 5,886

    .3) (26.2)

    0

    0

    0

    06 13,377

    .5) (59.5)

    84 8,026

    .5) (35.7)

    0 0.75

    0

    0

    0.006897 MPa. = 0.2248 lbf, 1

    um values will vection 9.2, as s

    Z and HIT-Z-R

    ACTIONAL AN

    a. (in.) Fraction5/8

    0.625

    (15.9) (1

    0.2260 0.

    (146) (

    21,306 31

    (94.8) (1

    9,375 1

    (41.7) (

    0.65

    .65

    .60

    21,306 31

    (94.8) (1

    12,783 1

    (56.9) (

    0.65

    .65

    .60

    MPa = 145.0 ps

    ry due to the ct forth in ACI 31

    Steel S

    METRIC HIT-

    alUnits

    3/4

    .75 mm

    9.1) (in.)

    3340 mm 2

    16) (in. 2)

    ,472 kN

    40.0) (lb)

    ,848 kN

    1.6) (lb)

    -

    -

    -

    ,472 kN

    40.0) (lb)

    ,883 kN

    4.0) (lb)

    -

    -

    -

    i

    ld forming of th8 D.4.4.

    rength

    AND HIT-Z-R

    Nominal

    10

    10

    (0.39) (

    58.0

    (0.090) (0

    37.7

    (8,475) (1

    16.6

    (3,729) (5

    1.0

    37.7

    (8,475) (1

    22.6

    (5,085) (7

    1.0

    rod.

    Pa

    NCHOR ROD

    Rod Dia. (mm)

    12 16

    12 16

    .47) (0.63)

    4.3 157.0

    .131) (0.243)

    4.8 95.8

    ,318) (21,529

    4.1 42.2

    ,420) (9,476)

    0.65

    0.65

    0.60

    4.8 95.8

    ,318) (21,529

    2.9 57.5

    ,391) (12,922

    .75

    0.65

    0.60

    e 13 of 38

    Metric

    20

    20

    (0.79)

    245.0

    ) (0.380)

    145.8

    ) (32,770)

    64.2

    ) (14,421)

    145.8

    ) (32,770)

    87.5

    ) (19,666)

    0.65

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    I

    c

    u

    d

    d

    t

    t

    s(

    f f

    f f

    1 2 3

    SR-3187 | M

    Fraction

    TABLE 8IN HOLES D

    ESIGNNFORMATION

    ffectiveness facracked concrete

    ffectiveness facncracked concr

    inimum embedepth 3

    aximum embedepth 3

    in. anchor spac

    in. edge distan

    inimum concrethicknessole condition 1 3

    inimum concrethicknessole condition 2 3

    ritical edge dist

    plittingor uncracked c

    trength reductior tension, concilure modes,ondition B 2

    trength reductior shear, concreilure modes,ondition B 2

    or SI: 1 inch 2or pound-inch u

    Additional settinValues provideBorehole condit

    st Widely Acc

    al and Metric HI Anc hor R

    ONCRETE BRILLED WITH A

    Sym

    tor for kc,cr

    tor forte kc,un

    ent hef,m

    ment h ef,m

    ing s mi

    e cmi

    ehmin,

    ehmin,

    nce

    ncrete) c ac

    n factorete

    n factorte

    5.4 mm, 1 lbf =nits: 1 mm = 0.0

    g information isfor post-install

    ion is described

    FIGURE 3

    epted and Tru

    IT-Z and HIT-Z-od

    EAKOUT DESI HAMMER DRI

    ol Units

    in-lb

    (SI)

    cr

    in-lb

    (SI)

    in in.

    (mm)

    x in.

    (mm) (

    -

    s -

    1 in.

    (mm)

    2 in.

    (mm)

    -

    -

    -

    .448 N, 1 psi =3937 inches, 1

    described in Figd anchors undein Figure 3 belo

    -BOREHOLE S

    ted

    Con

    N INFORMATIL AND CARBI

    Nominal Rod3/8

    1/2

    23/8 23/4

    (60) (70)

    41/2 6

    114) (152)

    See Section 4.re-calculated c

    pacing and edgTable 9

    h ef + 21/4

    (h ef + 57)

    h ef + 11/4 > 4

    hef + 32 > 100)

    See Section 4.

    0.006897 MPa. = 0.2248 lbf, 1

    ure 6, Manufact Condition B wit.

    TTING CONDI

    crete Breakout

    N FOR U.S. CE BIT (OR HIL

    ia. (in.) Fractio5/8

    17

    (7.1)

    24

    (10)

    33/4

    (95)

    71/2

    (190)

    1.9.1 of this repmbinations of a distance are gif this report.

    h ef +

    (h ef + 1

    h ef + 13

    (h ef + 4

    1.10.1 of this re

    0.65

    0.70

    MPa = 145.0 ps

    rers Printed Inshout supplemen

    IONS FOR HIL

    Strength

    USTOMARY UI HOLLOW CA

    nalUnits

    3/4

    SI

    (in-lb)

    SI

    (in-lb)

    4 mm

    (102) (in.)

    81/2 mm

    (216) (in.)

    rt.nchorven in

    -

    -

    mm

    2) (in.)

    /4 mm

    5) (in.)

    ort -

    -

    -

    i

    tallation Instructitary reinforceme

    Hole Conditio Hole Conditio

    TI HIT-Z AND H

    CaHilti Holl

    Dia

    IT HIT-Z ANDRBIDE DRILL B

    Nominal

    10

    60

    (2.4) (

    120

    (4.7) (

    See SectPre-calculatspacing and

    Ta

    hef + 60

    (h ef + 2.

    h ef + 30 > 1

    (h ef + 1.25 >

    See Secti

    ions (MPII).

    nt as defined in

    1 non-cle

    2 drilling

    IT-Z-R ANCHO

    Pa

    rbide Bit orow Carbide Bitond Core Bit

    IT-Z-R ANCHOIT) OR A CORE

    Rod Dia. (mm)

    12 16

    7.1

    (17)

    10

    (24)

    70 96

    2.8) (3.8)

    144 192

    5.7) (7.6)

    ion 4.1.9.1 of thied combination edge distancele 9 of this repo

    h e

    ) (h e

    00 h

    3.9) (h e

    on 4.1.10.1 of th

    0.65

    0.70

    ACI 318 Section

    ned hole

    ust is completel

    RODS

    e 14 of 38

    or

    R RODDRILL1

    Metric

    20

    100

    (3.9)

    220

    (8.7)

    report.of anchor

    re given inrt.

    f + 100

    f + 3.9)

    ef + 45

    f + 1.8)

    is report

    D.4.4.

    ly removed

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    ESR-3187 | Most Widely Accepted and Trusted Page 15 of 38

    TABLE 9PRE-CALCULATED EDGE DISTANCE AND SPACING COMBINATIONS FOR HILTI HIT-Z AND HIT-Z-R RODS

    DESIGN INFORMATION Symbol Units Nominal Rod Diameter (in.) - Fractional

    Rod O.D. d in. / 8

    (mm) (9.5)

    Effective embedment h ef in. 2 3/8 3

    3/8 41/2

    (mm) (60) (86) (114)Drilled hole condition 1 - - 2 1 or 2 2 1 or 2 2 1 or 2

    Minimum concrete thickness h in. 4 4 5/8 5

    3/4 45/8 5

    5/8 63/8 5

    3/4 63/4 7

    3/8 (mm) (102) (117) (146) (117) (143) (162) (146) (171) (187)

    U N C R A C K

    E D

    C O N C R E T E

    Minimum edge andspacingCase 1 2

    cmin,1 in. 3 1/8 2

    3/4 21/4 2

    3/4 21/4 2 2

    1/4 17/8 1

    7/8 (mm) (79) (70) (57) (70) (57) (51) (57) (48) (48)

    s min,1 in. 91

    /8 7 / 4 61

    /8 7 / 4 61

    /2 5 / 8 61

    /8 5 / 8 41

    /2 (mm) (232) (197) (156) (197) (165) (143) (156) (137) (114)

    Minimum edge andspacingCase 2 2

    cmin,2 in. 5 / 8 4 / 4 3 / 4 4 / 4 3 / 8 3

    1/4 3 / 4 31/8 2 / 4

    (mm) (143) (121) (95) (121) (98) (83) (95) (79) (70)

    s min,2 in. 1 / 8 1 / 8 1 / 8 1 / 8 1 / 8 1 / 8 1 / 8 1 / 8 1 / 8

    (mm) (48) (48) (48) (48) (48) (48) (48) (48) (48)

    C R A C K E D

    C O N C R E T E

    Minimum edge andspacingCase 1 2

    cmin,1 in. 2 1/8 1

    7/8 17/8 1

    7/8 17/8 1

    7/8 17/8 1

    7/8 17/8

    (mm) (54) (48) (48) (48) (48) (48) (48) (48) (48)

    s min,1 in. 6 3/8 5

    1/2 41/4 5

    1/2 31/2 2

    5/8 31/4 2 1

    7/8 (mm) (162) (140) (108) (140) (89) (67) (83) (51) (48)

    Minimum edge andspacingCase 2 2

    cmin,2 in. 3 / 8 3

    1/8 2 / 8 31/8 2

    1/2 21/8 2 / 8 2 1 / 8

    (mm) (92) (79) (60) (79) (64) (54) (60) (51) (48)

    s min,2 in. 1 / 8 1 / 8 1 / 8 1 / 8 1 / 8 1 / 8 1 / 8 1 / 8 1 / 8

    (mm) (48) (48) (48) (48) (48) (48) (48) (48) (48)

    DESIGN INFORMATION Symbol Units Nominal Rod Diameter (in.) - Fractional

    Rod O.D. d in. 1/2

    (mm) (12.7)

    Effective embedment h ef in. 2-3/4 41/2 6

    (mm) (70) (114) (152)Drilled hole condition 1 - - 2 1 or 2 2 1 or 2 2 1 or 2

    Minimum concrete thickness h in. 4 5 7 1/8 5

    3/4 63/4 8

    1/4 71/4 8

    1/4 93/4

    (mm) (102) (127) (181) (146) (171) (210) (184) (210) (248)

    U N C R A C K E D

    C O N C R E T E

    Minimum edge andspacingCase 1 2

    cmin,1 in. 5 1/8 4

    1/8 2 / 8 3 / 8 3 21/2 2 / 8 2

    1/2 21/2

    (mm) (130) (105) (73) (92) (76) (64) (73) (64) (64)

    s min,1 in. 14 / 8 11 / 8 8 / 8 10

    1/4 9 71/4 8

    1/8 71/4 5

    (mm) (378) (302) (219) (260) (229) (184) (206) (184) (127)

    Minimum edge andspacingCase 2 2

    cmin,2 in. 9 1/4 7

    1/4 4 / 8 61/4 5

    1/4 41/8 4 / 4 4

    1/8 3 / 8 (mm) (235) (184) (124) (159) (133) (105) (121) (105) (86)

    s min,2 in. 2 1/2 2

    1/2 21/2 2

    1/2 21/2 2

    1/2 21/2 2

    1/2 21/2

    (mm) (64) (64) (64) (64) (64) (64) (64) (64) (64)

    C R A C K E D

    C O N

    C R E T E

    Minimum edge andspacingCase 1 2

    cmin,1 in. 3 5/8 3 2

    1/2 25/8 2

    1/2 21/2 2

    1/2 21/2 2

    1/2 (mm) (92) (76) (64) (67) (64) (64) (64) (64) (64)

    s min,1 in. 10 / 8 8

    1/2 6 7 / 8 51/2 3

    1/8 41/2 3

    1/8 21/2

    (mm) (276) (216) (152) (187) (140) (79) (114) (79) (64)

    Minimum edge andspacingCase 2 2

    cmin,2 in. 6 1/2 5 3

    1/4 41/4 3

    1/2 2 / 4 31/4 2 / 4 2

    1/2 (mm) (165) (127) (83) (108) (89) (70) (83) (70) (64)

    s min,2 in. 2 1/2 2

    1/2 21/2 2

    1/2 21/2 2

    1/2 21/2 2

    1/2 21/2

    (mm) (64) (64) (64) (64) (64) (64) (64) (64) (64)

    DESIGN INFORMATION Symbol Units Nominal Rod Diameter (in.) - Fractional

    Rod O.D. d in. 5/8

    (mm) (15.9)

    Effective embedment h ef in. 3 / 4 5 / 8 7

    1/2 (mm) (95) (143) (191)

    Drilled hole condition 1 - - 2 1 or 2 2 1 or 2 2 1 or 2

    Minimum concrete thickness h in. 5 1/2 7

    3/4 93/8 7

    3/8 95/8 10

    1/2 91/4 11

    1/2 121/4

    (mm) (140) (197) (238) (187) (244) (267) (235) (292) (311)

    U N C

    R A C K E D

    C O N C R E T E

    Minimum edge andspacingCase 1 2

    cmin,1 in. 6 1/4 4

    1/2 3 / 4 4 / 8 3 / 8 31/4 3 / 4 3

    1/8 31/8

    (mm) (159) (114) (95) (117) (92) (83) (95) (79) (79)

    s min,1 in. 18 / 8 12 / 8 10 / 8 13 / 8 10 / 8 9 / 4 10 / 8 8 / 8 7 / 8

    (mm) (467) (327) (270) (352) (264) (248) (276) (213) (187)

    Minimum edge andspacingCase 2 2

    cmin,2 in. 11 / 8 7 / 4 6

    1/4 81/4 6

    1/8 51/2 6 / 8 4 / 8 4 / 8

    (mm) (289) (197) (159) (210) (156) (140) (162) (124) (117)

    s min,2 in. 3 1/8 3

    1/8 31/8 3

    1/8 31/8 3

    1/8 31/8 3

    1/8 31/8

    (mm) (79) (79) (79) (79) (79) (79) (79) (79) (79)

    C R A C K E D

    C O N C R E T E

    Minimum edge andspacingCase 1 2

    cmin,1 in. 4 5/8 3

    3/8 31/8 3

    1/2 31/8 3

    1/8 31/8 3

    1/8 31/8

    (mm) (117) (86) (79) (89) (79) (79) (79) (79) (79)

    s min,1 in. 13 / 8 9

    1/2 8 / 4 101/8 6

    1/2 5 / 8 71/8 3 / 8 3

    1/8 (mm) (352) (241) (222) (257) (165) (137) (181) (98) (79)

    Minimum edge andspacingCase 2 2

    cmin,2 in. 8 1/4 5

    1/2 4 / 8 5 / 8 41/4 3 / 8 4

    1/2 3 / 8 31/8

    (mm) (210) (140) (111) (149) (108) (98) (114) (86) (79)

    s min,2 in. 3 1/8 3

    1/8 31/8 3

    1/8 31/8 3

    1/8 31/8 3

    1/8 31/8

    (mm) (79) (79) (79) (79) (79) (79) (79) (79) (79)

    For SI: 1 inch 25.4 mm1 See Figure 3 for description of drilled hole condition.2 Linear interpolation is permitted to establish an edge distance and spacing combination between case 1 and case 2.

    Linear interpolation for a specific edge distance c, where cmin,1 < c < cmin,2 , will determine the permissible spacing, s , as follows:

    2min,

    2min,1min,

    2min,1min,2min, cc

    cc

    ssss

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    TABLE 9PRE-CALCULATED EDGE DISTANCE AND SPACING COMBINATIONS FOR HILTI HIT-Z AND HIT-Z-R RODS (Continued)

    DESIGN INFORMATION Symbol Units Nominal Rod Diameter (in.) - Fractional

    Rod O.D. d in. / 4

    (mm) (19.1)

    Effective embedment h ef in. 4 6 3/4 8

    1/2 (mm) (102) (171) (216)

    Drilled hole condition 1 - - 2 1 or 2 2 1 or 2 2 1 or 2

    Minimum concrete thickness h in. 5 3/4 8 11

    1/2 81/2 10

    3/4 131/8 10

    1/4 121/2 14

    1/2 (mm) (146) (203) (292) (216) (273) (333) (260) (318) (368)

    U N C R A C K

    E D

    C O N C R E T E

    Minimum edge andspacingCase 1 2

    cmin,1 in. 9 3/4 7 5 6

    5/8 51/4 4

    1/4 51/2 4

    1/2 4(mm) (248) (178) (127) (168) (133) (108) (140) (114) (102)

    s min,1 in. 28 / 4 20 / 8 14 19 / 8 151

    /4 12 / 8 16 131

    /4 11(mm) (730) (524) (356) (492) (387) (321) (406) (337) (279)

    Minimum edge andspacingCase 2 2

    cmin,2 in. 18 1/8 12 / 8 8

    1/2 11 / 8 91/8 7

    1/4 9 / 8 7 / 4 61/2

    (mm) (460) (321) (216) (302) (232) (184) (244) (197) (165)

    s min,2 in. 3 / 4 3 / 4 3 / 4 3 / 4 3 / 4 3 / 4 3 / 4 3 / 4 3 / 4

    (mm) (95) (95) (95) (95) (95) (95) (95) (95) (95)

    C R A C K E D

    C O N C R E T E

    Minimum edge andspacingCase 1 2

    cmin,1 in. 7 1/4 5

    1/4 41/8 5 4 3

    3/4 41/8 3

    3/4 33/4

    (mm) (184) (133) (105) (127) (102) (95) (105) (95) (95)

    s min,1 in. 21 3/4 15

    1/2 121/4 14

    1/2 113/8 9 12

    1/8 83/4 6

    1/2 (mm) (552) (394) (311) (368) (289) (229) (308) (222) (165)

    Minimum edge andspacingCase 2 2

    cmin,2 in. 13 1/4 9

    1/4 6 8 / 8 6 / 8 51/8 7 5

    1/2 41/2

    (mm) (337) (235) (152) (219) (168) (130) (178) (140) (114)

    s min,2 in. 3 / 4 3 / 4 3 / 4 3 / 4 3 / 4 3 / 4 3 / 4 3 / 4 3 / 4

    (mm) (95) (95) (95) (95) (95) (95) (95) (95) (95)

    DESIGN INFORMATION Symbol Units Nominal Rod Diameter (mm) Metric

    Rod O.D. d mm 10(in.) (0.39)

    Effective embedment h ef mm 60 90 120(in.) (2.36) (3.54) (4.72)Drilled hole condition 1 - - 2 1 or 2 2 1 or 2 2 1 or 2

    Minimum concrete thickness h mm 100 120 156 120 150 176 150 180 197(in.) (3.94) (4.72) (6.14) (4.72) (5.91) (6.91) (5.91) (7.09) (7.74)

    U N C R A C K E D

    C O N C R E T E

    Minimum edge andspacingCase 1 2

    cmin,1 mm 99 83 64 83 66 57 66 55 51(in.) (3.90) (3.27) (2.52) (3.27) (2.60) (2.24) (2.60) (2.17) (2.01)

    s min,1 mm 295 244 187 244 197 166 197 164 148(in.) (11.61) (9.61) (7.36) (9.61) (7.76) (6.54) (7.76) (6.46) (5.83)

    Minimum edge andspacingCase 2 2

    cmin,2 mm 181 148 110 148 115 96 115 93 84(in.) (7.13) (5.83) (4.33) (5.83) (4.53) (3.78) (4.53) (3.66) (3.31)

    s min,2 mm 50 50 50 50 50 50 50 50 50(in.) (1.97) (1.97) (1.97) (1.97) (1.97) (1.97) (1.97) (1.97) (1.97)

    C R A C K E D

    C O N

    C R E T E

    Minimum edge andspacingCase 1 2

    cmin,1 mm 71 59 52 59 50 50 50 50 50(in.) (2.80) (2.32) (2.05) (2.32) (1.97) (1.97) (1.97) (1.97) (1.97)

    s min,1 mm 209 174 150 174 131 106 131 84 66(in.) (8.23) (6.85) (5.91) (6.85) (5.16) (4.17) (5.16) (3.31) (2.60)

    Minimum edge andspacingCase 2 2

    cmin,2 mm 124 101 74 101 77 64 77 62 55(in.) (4.88) (3.98) (2.91) (3.98) (3.03) (2.52) (3.03) (2.44) (2.17)

    s min,2 mm 50 50 50 50 50 50 50 50 50(in.) (1.97) (1.97) (1.97) (1.97) (1.97) (1.97) (1.97) (1.97) (1.97)

    DESIGN INFORMATION Symbol Units Nominal Rod Diameter (mm) Metric

    Rod O.D. d mm 12(in.) (0.47)

    Effective embedment h ef mm 70 108 144(in.) (2.76) (4.25) (5.67)

    Drilled hole condition 1 - - 2 1 or 2 2 1 or 2 2 1 or 2

    Minimum concrete thickness h mm 100 130 184 138 168 209 174 204 234(in.) (3.94) (5.12) (7.24) (5.43) (6.61) (8.21) (6.85) (8.03) (9.21)

    U N C

    R A C K E D

    C O N C R E T E

    Minimum edge andspacingCase 1 2

    cmin,1 mm 139 107 76 101 83 67 80 68 60(in.) (5.47) (4.21) (2.99) (3.98) (3.27) (2.64) (3.15) (2.68) (2.36)

    s min,1 mm 416 320 225 300 247 199 239 204 176(in.) (16.38) (12.60) (8.86) (11.81) (9.72) (7.83) (9.41) (8.03) (6.93)

    Minimum edge andspacingCase 2 2

    cmin,2 mm 258 194 131 181 146 114 140 116 99(in.) (10.16) (7.64) (5.16) (7.13) (5.75) (4.49) (5.51) (4.57) (3.90)

    s min,2 mm 60 60 60 60 60 60 60 60 60(in.) (2.36) (2.36) (2.36) (2.36) (2.36) (2.36) (2.36) (2.36) (2.36)

    C R A C K E D

    C O N C R E T E

    Minimum edge andspacingCase 1 2

    cmin,1 mm 101 78 62 74 61 60 60 60 60(in.) (3.98) (3.07) (2.44) (2.91) (2.40) (2.36) (2.36) (2.36) (2.36)

    s min,1 mm 303 232 186 217 178 126 168 117 79(in.) (11.93) (9.13) (7.32) (8.54) (7.01) (4.96) (6.61) (4.61) (3.11)

    Minimum edge andspacingCase 2 2

    cmin,2 mm 182 136 90 127 101 77 96 79 67(in.) (7.17) (5.35) (3.54) (5.00) (3.98) (3.03) (3.78) (3.11) (2.64)

    s min,2 mm 60 60 60 60 60 60 60 60 60(in.) (2.36) (2.36) (2.36) (2.36) (2.36) (2.36) (2.36) (2.36) (2.36)

    For SI: 1 inch 25.4 mm1 See Figure 3 for description of drilled hole condition.2 Linear interpolation is permitted to establish an edge distance and spacing combination between case 1 and case 2.

    Linear interpolation for a specific edge distance c, where cmin,1 < c < cmin,2 , will determine the permissible spacing, s , as follows:

    2min,

    2min,1min,

    2min,1min,2min, cc

    cc

    ssss

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    ESR-3187 | Most Widely Accepted and Trusted Page 17 of 38

    TABLE 9PRE-CALCULATED EDGE DISTANCE AND SPACING COMBINATIONS FOR HILTI HIT-Z AND HIT-Z-R RODS (Continued)

    DESIGN INFORMATION Symbol Units Nominal Rod Diameter (mm) Metric

    Rod O.D. d mm 16(in.) (0.63)

    Effective embedment h ef mm 96 144 192(in.) (3.78) (5.67) (7.56)

    Drilled hole condition 1 - - 2 1 or 2 2 1 or 2 2 1 or 2

    Minimum concrete thickness h mm 141 196 237 189 244 269 237 292 312(in.) (5.55) (7.72) (9.33) (7.44) (9.61) (10.57) (9.33) (11.50) (12.28)

    U N C R A C K

    E D

    C O N C R E T E

    Minimum edge andspacingCase 1 2

    cmin,1 mm 158 114 94 118 92 83 94 80 80(in.) (6.22) (4.49) (3.70) (4.65) (3.62) (3.27) (3.70) (3.15) (3.15)

    s min,1 mm 473 339 281 352 271 248 281 217 188(in.) (18.62) (13.35) (11.06) (13.86) (10.67) (9.76) (11.06) (8.54) (7.40)

    Minimum edge andspacingCase 2 2

    cmin,2 mm 289 201 161 209 156 139 161 126 116(in.) (11.38) (7.91) (6.34) (8.23) (6.14) (5.47) (6.34) (4.96) (4.57)

    s min,2 mm 80 80 80 80 80 80 80 80 80(in.) (3.15) (3.15) (3.15) (3.15) (3.15) (3.15) (3.15) (3.15) (3.15)

    C R A C K E D

    C O N C R E T E

    Minimum edge andspacingCase 1 2

    cmin,1 mm 116 83 80 86 80 80 80 80 80(in.) (4.57) (3.27) (3.15) (3.39) (3.15) (3.15) (3.15) (3.15) (3.15)

    s min,1 mm 343 248 211 258 160 129 171 94 81(in.) (13.50) (9.76) (8.31) (10.16) (6.30) (5.08) (6.73) (3.70) (3.19)

    Minimum edge andspacingCase 2 2

    cmin,2 mm 204 139 111 146 107 95 111 85 80(in.) (8.03) (5.47) (4.37) (5.75) (4.21) (3.74) (4.37) (3.35) (3.15)

    s min,2 mm 80 80 80 80 80 80 80 80 80(in.) (3.15) (3.15) (3.15) (3.15) (3.15) (3.15) (3.15) (3.15) (3.15)

    DESIGN INFORMATION Symbol Units Nominal Rod Diameter (mm) Metric

    Rod O.D. d mm 20(in.) (0.79)

    Effective embedment h ef mm 100 180 220(in.) (3.94) (7.09) (8.66)Drilled hole condition 1 - - 2 1 or 2 2 1 or 2 2 1 or 2

    Minimum concrete thickness h mm 145 200 282 225 280 335 265 320 370(in.) (5.71) (7.87) (11.08) (8.86) (11.02) (13.17) (10.43) (12.60) (14.57)

    U N C R A C K E D

    C O N C R E T E

    Minimum edge andspacingCase 1 2

    cmin,1 mm 235 170 121 152 122 103 129 107 100(in.) (9.25) (6.69) (4.76) (5.98) (4.80) (4.06) (5.08) (4.21) (3.94)

    s min,1 mm 702 511 362 451 363 301 383 317 252(in.) (27.64) (20.12) (14.25) (17.76) (14.29) (11.85) (15.08) (12.48) (9.92)

    Minimum edge andspacingCase 2 2

    cmin,2 mm 436 307 209 269 210 170 224 180 151(in.) (17.17) (12.09) (8.23) (10.59) (8.27) (6.69) (8.82) (7.09) (5.94)

    s min,2 mm 100 100 100 100 100 100 100 100 100(in.) (3.94) (3.94) (3.94) (3.94) (3.94) (3.94) (3.94) (3.94) (3.94)

    C R A C K E D

    C O N

    C R E T E

    Minimum edge andspacingCase 1 2

    cmin,1 mm 176 128 102 114 100 100 100 100 100(in.) (6.93) (5.04) (4.02) (4.49) (3.94) (3.94) (3.94) (3.94) (3.94)

    s min,1 mm 526 380 298 337 246 163 277 178 113(in.) (20.71) (14.96) (11.73) (13.27) (9.69) (6.42) (10.91) (7.01) (4.45)

    Minimum edge andspacingCase 2 2

    cmin,2 mm 318 222 148 193 149 119 159 126 105(in.) (12.52) (8.74) (5.83) (7.60) (5.87) (4.69) (6.26) (4.96) (4.13)

    s min,2 mm 100 100 100 100 100 100 100 100 100(in.) (3.94) (3.94) (3.94) (3.94) (3.94) (3.94) (3.94) (3.94) (3.94)

    For SI: 1 inch 25.4 mm1 See Figure 3 for description of drilled hole condition.2 Linear interpolation is permitted to establish an edge distance and spacing combination between case 1 and case 2.

    Linear interpolation for a specific edge distance c, where cmin,1 < c < cmin,2 , will determine the permissible spacing, s , as follows:

    s s min2 + s min1 - s min2 cmin1 - c min2

    c- c min2

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    I

    d

    d

    P e r m

    i s s i

    b l e

    t

    1

    SR-3187 | M

    TABLE 10IN HOLES D

    ESIGNNFORMATION

    inimum embedepth

    aximum embedepth

    T e m p e r a

    t u r e

    r a n g e

    A 1

    Pulloutin crackconcret

    Pulloutin uncraconcret

    T e m p e r a

    t u r e

    r a n g e

    B 1

    Pulloutin crackconcret

    Pulloutin uncra

    concret

    T e m p e r a

    t u r e

    r a n g e

    C 1

    Pulloutin crackconcret

    Pulloutin uncraconcret

    i n s t a l

    l a t i o n

    c o n d

    i t i o n s

    Dry conwater sconcret

    eduction for seinsion

    or SI: 1 inch 2or pound-inch u

    Temperature raTemperature raTemperature raShort term elevtemperatures ar

    st Widely Acc

    Fractional

    PULLOUT STRILLED WITH

    Sym

    ent hef,m

    menth ef,m

    trengthed Np,c

    trengthcked Np,un

    trengthed Np,c

    trengthcked Np,un

    trengthed Np,c

    trengthcked Np,un

    rete,turated

    AnchCateg

    d,

    smic N,se

    5.4 mm, 1 lbf =nits: 1 mm = 0.0

    ge A: Maximunge B: Maximunge C: Maximuted concrete te

    e roughly const

    epted and Tru

    and Metric HIT- Anc hor Rod

    ENGTH DESIG HAMMER DRI

    ol Units

    in in.

    (mm) (

    x in.

    (mm) (

    r lb 8

    (kN) (

    cr lb 8

    (kN) (

    r lb 7

    (kN) (

    cr lb 7

    (kN) (

    r lb 6

    (kN) (

    cr lb 6

    (kN) (

    orry -

    ws -

    is -

    .448 N, 1 psi =3937 inches, 1

    short term tem short term tem short term temperatures are t

    nt over significa

    ted

    and HIT-Z-R

    N INFORMATIOL AND CARBI

    Nominal Rod D3/8

    1/2 3/8 2

    3/4

    60) (70)1/2 6

    14) (152)

    ,550 11,750

    8.0) (52.3)

    ,550 12,600

    8.0) (56.1)

    ,350 10,110

    2.7) (45.0)

    ,350 10,840

    2.7) (48.2)

    ,010 8,260

    6.7) (36.8)

    ,010 8,860

    6.7) (39.4)

    0

    .94

    0.006897 MPa. = 0.2248 lbf, 1

    erature = 104erature = 176erature = 248

    hose that occurnt periods of tim

    Pullout S

    N FOR FRACTIE BIT (OR HIL

    ia. (in.) Fractio5/8

    33/4

    (95) (1

    71/2 8

    (190) (2

    23,000 30,

    (102.3) (1

    23,000 30,

    (102.3) (1

    19,780 25,

    (88.0) (11

    19,780 26,

    (88.0) (11

    16,170 21,

    (71.9) (9

    16,170 21,

    (71.9) (9

    1

    .65

    1.0

    MPa = 145.0 ps

    (40C), Maxim (80C), Maxim (120C), Maxiver brief interv

    e.

    rengthHil

    ONAL AND METI HOLLOW CA

    alUnits

    /4

    4 mm

    02) (in.)1/2 mm

    16) (in.)

    ,050 kN

    3.7) (lb)

    ,600 kN

    6.1) (lb)

    ,850 kN

    5.0) (lb)

    ,320 kN

    7.1) (lb)

    ,130 kN

    4.0) (lb)

    ,510 kN

    5.7) (lb)

    -

    -

    -

    i

    m long term tem long term teum long term tls, e.g., as a re

    Carbide Bitti Hollow Carbi

    Diamond Cor

    TRIC HILTI HIT-RBIDE DRILL

    Nominal

    10 1

    60 7

    (2.4) (2

    120 1

    (4.7) (5

    42.0 4

    (9,450) (10,

    42.0 5

    (9,450) (11,

    36.1 4

    (8,130) (9,1

    36.1 4

    (8,130) (9,

    29.6 3

    (6,640) (7,

    29.6 3

    (6,640) (7,

    1.0 0.

    perature = 75perature = 122mperature = 16ult of diurnal cy

    Pa

    ore Bit orBit

    Z AND HIT-Z-RIT) OR A COR

    od Dia. (mm)

    2 16

    0 96

    .8) (3.8)

    4 192

    .7) (7.6)

    .0 105.4

    580) (23,690)

    .4 105.4

    340) (23,690)

    .5 90.6

    00) (20,370)

    .4 90.6

    50) (20,370)

    .1 74.1

    40) (16,650)

    .5 74.1

    70) (16,650)

    1

    0.65

    89

    (24C).F (50C).F (72C).ling. Long term

    e 18 of 38

    RODSDRILL

    etric

    20

    100

    (3.9)

    220

    (8.7)

    137.6

    (30,930)

    140.1

    (31,500)

    118.3

    (26,600)

    120.5

    (27,090)

    96.7

    (21,750)

    98.5

    (22,140)

    1.0

    concrete

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    D

    I S O 8 9 8 - 1

    A S T M F 5 9 3

    , C W

    D

    B

    A S T M A 6 1 5

    A S T M A 6 1 5

    A S T M A 7 0 6

    1

    2

    3

    SR-3187 | M

    ESIGN INFORMA

    od O.D.

    od effective cross

    C l a s s

    5 . 8 Nominal stre

    strength

    Reduction for Strength reduStrength redu

    Nominal strestrength

    Reduction for Strength reduStrength redu

    S t a i n l e s s

    Nominal strestrength

    Reduction for Strength reduStrength redu

    ESIGN INFORMA

    ominal bar diamet

    ar effective cross-

    G r a

    d e 4 0

    Nominal strestrength

    Reduction for Strength reduStrength redu

    G r a

    d e 6 0

    Nominal strestrength

    Reduction for Strength reduStrength redu

    G r a

    d e 6 0 Nominal stre

    strength

    Reduction for Strength reduStrength redu

    or SI: 1 inch = 2

    Values providedEq. (D-20). NutFor use with the

    ACI 318 Appenbrittle steel eleFor use with the

    ACI 318 Appenductile steel ele

    st Widely Acc

    ABLE 11ST

    TION

    sectional area

    gth as governed b

    seismic shearction factor for tection factor for sh

    gth as governed b

    seismic shearction factor for tenction factor for sh

    gth as governed b

    seismic shearction factor for tenction factor for sh

    TION

    er

    ectional area

    gth as governed b

    seismic shearction factor for tction factor for s

    gth as governed b

    seismic shearction factor for tction factor for s

    gth as governed b

    seismic shearction factor for tction factor for s

    5.4 mm, 1 lbf =

    for common ro and washers m load combinatiix C are used, tent.load combinatiix C are used, t

    ment.

    epted and Tru

    Fractional T

    EL DESIGN IN

    Symb

    d

    Ase

    y steelNsa

    Vsa

    V,seision 2 ar 2

    y steelNsa

    Vsa

    V,seision 3 ar 3

    y steelNsa

    Vsa

    V,seision 2 ar 2

    Symb

    d

    Ase

    y steelNsa

    Vsa

    V,seinsion 2

    hear 2

    y steelNsa

    Vsa

    V,seinsion 2

    hear 2

    y steelNsa

    Vsa

    V,seinsion 3

    hear 3

    .448 N. For po

    material typesust be approprians of IBC Secti

    he appropriate v

    ns of IBC Sectihe appropriate v

    ted

    readed Rod a

    ORMATION F

    ol Units

    in.(mm)in.2

    (mm 2)lb

    (kN)lb

    (kN)---lb

    (kN)lb

    (kN)---lb

    (kN)lb

    (kN)---

    ol Units

    in.(mm)in.2

    (mm 2)lb

    (kN)lb

    (kN)---lb

    (kN)lb

    (kN)---lb

    (kN)

    lb(kN)

    und-inch units:

    re based on spte for the rod.n 1605.2.1 or Alue of must b

    n 1605.2.1 or Alue of must b

    d Reinforcing

    R FRACTIONA

    /8 /0.375 0.(9.5) (12.

    0.0775 0.14(50) (9

    5,620 10,2(25.0) (45.2,810 6,1(12.5) (27.

    9,685 17,7(43.1) (78.4,845 10,6

    (21.5) (47.

    7,750 14,1(34.5) (63.3,875 8,5(17.2) (37.

    #3 #43/8

    1/2 (9.5) (12.7)0.11 0.2(71) (129)

    6,600 12,000(29.4) (53.4)3,960 7,200(17.6) (32.0)

    9,900 18,000(44.0) (80.1)5,940 10,800(26.4) (48.0)

    8,800 16,000(39.1) (71.2)

    5,280 9,600(23.5) (42.7)

    1 mm = 0.03937

    cified strengths

    CI 318 Section 9 determined in

    CI 318 Section 9 determined in

    Bars Steel S

    L THREADED

    Nomi /8

    5 0.625.7) (15.9)19 0.2260) (146)90 16,385

    .8) (72.9)75 9,830.5) (43.7)

    35 28,250.9) (125.7)40 16,950

    .3) (75.4)

    90 22,600.1) (100.5)15 13,560.9) (60.3)

    Nominal R#55/8

    (15.9)0.31(200)

    18,600(82.7) (11,160(49.6)

    27,900(124.1) (

    16,740(74.5) (

    24,800(110.3) (

    14,880(66.2)

    inches, 1 N = 0

    and calculated

    .2, as set forth iaccordance with

    .2, as set forth iaccordance with

    trength

    OD AND REIN

    inal rod diameter/4

    0.75(19.1)0.3345(216)

    24,250(107.9)14,550(64.7)0.700.650.60

    41,810(186.0)25,085

    (111.6)0.700.750.65

    28,430(126.5)17,060(75.9)0.700.650.60

    einforcing bar si#6 #73/4

    7/8 (19.1) (22.2)0.44 0.6(284) (387)6,400 36,000

    117.4) (160.115,840 21,600(70.5) (96.1)

    0.700.650.60

    39,600 54,000176.2) (240.23,760 32,400

    105.7) (144.10.700.650.60

    35,200 48,000156.6) (213.5

    1,120 28,800(94.0) (128.1

    0.700.750.65

    .2248 lbf

    in accordance w

    n ACI 318 D.4.4. ACI 318 D.4.5.

    n ACI 318 D.4.4. ACI 318 D.4.5.

    Pa

    ORCING BAR

    (in.) 1

    /8 0.875(22.2) (20.4617 0.6(298) (3

    33,470 43,(148.9) (1920,085 26,(89.3) (11

    57,710 75,(256.7) (3334,625 45,

    (154.0) (20

    39,245 51,(174.6) (2223,545 30,(104.7) (13

    e (Rebar)#81

    (25.4)0.79(510)

    47,400(210.9) (

    28,440(126.5) (

    71,100(316.3) (

    42,660(189.8) (

    63,200(281.1) (

    37,920(168.7) (

    ith ACI 318 Eq.

    If the load com Values corresp

    If the load com Values corresp

    e 19 of 38

    1 1 / 4 1 1.25.4) (31.8)

    057 0.96911) (625)

    910 70,2605.3) (312.5)345 42,1557.2) (187.5)

    710 121,1356.8) (538.8)425 72,680

    2.1) (323.3)

    485 82,3709.0) (366.4)890 49,4257.4) (219.8)

    #9 #1011/8 1

    1/4 (28.6) (31.8)

    1.0 1.27(645) (819)0,000 76,20

    266.9) (339.06,000 45,72

    160.1) (203.4

    0,000 114,30400.4) (508.54,000 68,58

    240.2) (305.1

    0,000 101,60355.9) (452.0

    8,000 60,96213.5) (271.2

    (D-3) and

    binations ofnd to a

    binations ofnd to a

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    c

    u

    s(

    t

    s

    1 2 3 4

    SR-3187 | M

    TABLE 12IN

    ESIGN INFOR

    ffectiveness facracked concrete

    ffectiveness facncracked concr

    inimum Embed

    aximum Embe

    in. anchor spac

    in. edge distan

    inimum concret

    ritical edge distplittingor uncracked ctrength reductionsion, concrete

    odes, Conditiotrength reductiohear, concrete f odes, Conditio

    or SI: 1 inch 2or pound-inch u

    Additional settinValues provideFor installationsd0 = hole diame

    st Widely Acc

    Fractional TReinfo

    CONCRETE BHOLES DRILL

    ATION

    tor for

    tor forte

    ment

    ment

    ing 3

    e 3

    e thickness

    nce

    ncrete)n factor forfailure

    B2

    n factor forilureB2

    5.4 mm, 1 lbf =nits: 1 mm = 0.0

    g information isfor post-install

    with 1-3/4 inchter.

    epted and Tru

    readed Rod anrcing Bars

    EAKOUT DESD WITH A HAM

    ymbol Units

    kc,crin-lb

    (SI)

    kc,uncrin-lb

    (SI)

    h ef,minin.

    (mm)

    h ef,max in.

    (mm)

    s min in.

    (mm)

    cmin -

    hmin in.

    (mm)

    c ac -

    -

    -

    .448 N, 1 psi =3937 inches, 1

    described in Figd anchors undedge distance, r

    ted

    d Con

    IGN INFORMATMER DRILL A

    3/8 or #31

    23/8

    (60)

    71/2 (191)

    17/8

    (48)

    5d; or see

    hef + 11

    (h ef + 3

    0.006897 MPa. = 0.2248 lbf, 1

    ure 6, Manufact Condition B witfer to section 4.

    crete Breakout

    ION FOR FRAD CARBIDE BI

    Nominal

    /2 or #45/8 or

    23/4 31/

    (70) (79

    10 12 1

    (254) (31

    21/2 31/

    (64) (79

    ection 4.1.9.2 o

    /4

    0)

    MPa = 145.0 ps

    rers Printed Inshout supplemen1.9.2for spacing

    Strength

    TIONAL THRET (OR HILTI HO

    rod d iameter (i

    #53/4 or

    #61

    (7

    (1

    8 31/2

    ) (89)

    /2 15) (381)

    8 33/4

    ) (95)

    f this report for d

    ee Section 4.1.

    0.

    0.

    i

    tallation Instructitary reinforceme and maximum t

    CarbideHilti Hollow C

    DED ROD ANLLOW CARBID

    n.) / Reinforc in7/8 or #7

    7

    .1)

    4

    0)

    31/2

    (89) (

    17 1/2 (445) (

    43/8

    (111) (

    esign with redu

    h ef + 2 d0(

    10.2 of this repo

    65

    70

    ions (MPII).

    nt as defined inorque requirem

    Pa

    it orarbide Bit

    REINFORCINE DRILL BIT) 1

    bar size1 or#8 #9

    4 4 1/2102) (114)

    20 22 1/2508) (572)