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ESR-4266
<br />H blest Widely Accepred and Trusrej
<br />CITY OF SANTA ANA
<br />Planninq and Building Agency
<br />Page-9 of 18
<br />TABLE 4-HILTI CARBON STEEL KB-TZ2 DESIGN INFORMATION FOR HAMMER AND CORE DRILLED INST JLLATIONSC PWved
<br />Nominal anchor diameter (in)
<br />FUR PLHMIT-
<br />Design parameter
<br />Symbol
<br />Units
<br />114
<br />3/8
<br />t�2
<br />5�8
<br />7/
<br />Effective min.
<br />in.
<br />1-1/2
<br />1-1/2
<br />2
<br />2-112
<br />1-1/2
<br />2
<br />3-1/4
<br />4
<br />3-1i4
<br />3-3 4
<br />4tiV4tt
<br />4
<br />5-314
<br />embedment'
<br />ha
<br />(mm)
<br />(38)
<br />(38)
<br />(51)
<br />(64)
<br />(38)
<br />(51)
<br />12-1/213-1/412-3/4
<br />(64)
<br />(83)
<br />(70)
<br />(83)
<br />1(102)
<br />(83)
<br />(9)
<br />f25I)
<br />rtlLT
<br />11461
<br />Tension, steel failure modes
<br />-Date:
<br />Strength reduction
<br />factor for steel in
<br />0, ,
<br />-
<br />0.75
<br />0.75
<br />0.75
<br />075
<br />0,75
<br />0.75
<br />tension' I
<br />Min. specified yield
<br />Ib[in2
<br />100,900
<br />100.900
<br />96.300
<br />87,000
<br />84,700
<br />75,000
<br />strength
<br />/,
<br />(Nlmmz)
<br />(696)
<br />(696)
<br />(664)
<br />(600)
<br />(584)
<br />(517)
<br />Min. specified ult.
<br />lb/in'
<br />122,400
<br />121,200
<br />114,100
<br />106.700
<br />105.900
<br />88.000
<br />strength
<br />/"
<br />a
<br />(N/min)
<br />(844)
<br />(870)
<br />(786)
<br />(736)
<br />(730)
<br />(607)
<br />Effective tensile
<br />In'
<br />0.024
<br />0,051
<br />0.099
<br />0.164
<br />0,239
<br />0,470
<br />stress area
<br />A,< v
<br />(mm)
<br />(15.4)
<br />(33.2)
<br />(63.6)
<br />(106.0)
<br />(154.4)
<br />(303.2)
<br />Steel strength in
<br />lb
<br />2.920
<br />6.490
<br />11,240
<br />17.535
<br />25,335
<br />41.365
<br />tension
<br />N
<br />(kN)
<br />(13.0)
<br />(289)
<br />(50.0)
<br />(780)
<br />(112.7)
<br />(184.1)
<br />Tension, concrete failure modes
<br />Anchor category
<br />-
<br />3
<br />1
<br />1
<br />1
<br />1
<br />1
<br />Strength reduction
<br />factor for concrete
<br />m:
<br />045
<br />0.65
<br />0 65
<br />065
<br />065
<br />065
<br />and pullout failure in
<br />m, v
<br />tension'
<br />Effectiveness factor
<br />for uncracked
<br />k._
<br />24
<br />24
<br />27
<br />24
<br />24
<br />27
<br />27'
<br />24
<br />27
<br />24
<br />concrete
<br />Effectiveness factor
<br />k,
<br />17
<br />21
<br />17
<br />24
<br />21
<br />17
<br />21
<br />17
<br />21
<br />21
<br />for cracked concrete
<br />Modification factor
<br />for anchor
<br />resistance, tension,
<br />y. v
<br />1 0
<br />1.0
<br />1 0
<br />1 0
<br />1 0
<br />1.0
<br />uncracked concrete'
<br />Critical edge
<br />in
<br />4
<br />5
<br />-3/8
<br />5-V2
<br />8
<br />5-1/2
<br />6-3/4
<br />10
<br />10
<br />11-1/2
<br />8.3/4
<br />12
<br />10
<br />9
<br />11
<br />16
<br />distance
<br />c"
<br />(min)
<br />(102)
<br />(127)
<br />(111)
<br />(140)
<br />(203)
<br />(140)
<br />(171)
<br />(254)
<br />(254)
<br />(292)
<br />(222)
<br />(305)
<br />(254)
<br />(229)
<br />(279)
<br />(406)
<br />Pullout strength
<br />lb
<br />2,100
<br />4.180
<br />5,380
<br />8.995
<br />uncracked conc '
<br />N,
<br />WA
<br />N/A
<br />N/A
<br />N/A
<br />N/A
<br />N/A
<br />N/A
<br />N/A
<br />N/A
<br />N/A
<br />WA
<br />N/A
<br />(kN)
<br />(9.3)
<br />(18.6)
<br />(23.9)
<br />(40.0)
<br />Pullout strength
<br />lb
<br />625
<br />8.835
<br />11,810
<br />cracked conc.'
<br />N,;,
<br />W A
<br />NIA
<br />N/A
<br />NIA
<br />NIA
<br />NIA
<br />NIA
<br />N/A
<br />N/A
<br />N/A
<br />NIA
<br />N/A
<br />N/A
<br />(kN)
<br />(2.8)
<br />(39.3)
<br />(52.6)
<br />Pullout strength
<br />lb
<br />625
<br />8.700
<br />11.810
<br />seismic'
<br />NON
<br />WA
<br />N/A
<br />NIA
<br />N/A
<br />N/A
<br />NIA
<br />NIA
<br />N/A
<br />WA
<br />NIA
<br />NrA
<br />N/A
<br />N/A
<br />(kN)
<br />(2.8)
<br />(38 7)
<br />(52.6)
<br />Nonnalizavon factor,
<br />n.,-.
<br />0.20
<br />0.22
<br />0.24
<br />0.35
<br />0.50
<br />0.42
<br />0.29
<br />0.35
<br />0.50
<br />0.48
<br />0.50
<br />0.35
<br />0.31
<br />0.39
<br />WA
<br />0.38
<br />uncracked concrete
<br />Normalization factor,
<br />cracked concrete.
<br />nU
<br />0 39
<br />050
<br />046
<br />028
<br />047
<br />0,50
<br />048
<br />040
<br />0 50
<br />047
<br />050
<br />036
<br />042
<br />029
<br />WA
<br />050
<br />seismic
<br />Tension, axial stiffness
<br />Axial stiffness in
<br />1
<br />Ib/in.
<br />322.360
<br />131,570
<br />158,585
<br />290,360
<br />412,335
<br />199.845
<br />service load range
<br />Q,, 1
<br />Win,
<br />31,035
<br />91,335 1
<br />113,515
<br />167.365
<br />62,180
<br />122.400
<br />For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N, 1 psi = 0.006895 MPa. For pound -inch units: 1 mm = 0.03937 inches.
<br />Figure 2 of this report illustrates the installation parameters.
<br />The KS-TZ2 is considered a ductile steel element in accordance With ACI 318-19 2.3.
<br />The strength reduction factor applies when the load combinations from the IBC or ACI 318 are used and the requirements of ACI 318-19 17.5.3 are met. The
<br />strength reduction factors are applicable with supplementary reinforcement is not present. Greater strength reduction factors may be used in areas where
<br />supplementary reinforcement can be verified.
<br />' For all design cases, 44 N = 1.0. The appropriate effectiveness factor for cracked concrete (k.,) or uncracked concrete (k<.;,) must be used.
<br />° For all design cases, Wa P = 1.0. Tabular value for pullout strength is for a concrete compressive strength of 2,500 psi It 7.2 MPa). Pullout strength for concrete
<br />compressive strength greater than 2,500 psi (17.2 MPa) may be increasea by multiplying the tabular pullout strength by (Pc / 2,500)' for psi, or (fc / 17.2)' for
<br />MPa, where n is given as n_ for uncracked concrete and n,, for cracked concrete and seismic. NA (not applicable) denotes that pullout strength does not need
<br />to be considered for design.
<br />° For core drill installations, k-.,U = 24 for'/s-inch diameter anchors installed at 3'/< inches (95 mm) effective embedment.
<br />''1,-inch and 1-inch diameter anchors are not permitted for core drilling installations.
<br />ISSUANCE
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