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ESR-4266
<br />IfflM Most WrdeiyAccepted and Trusted I
<br />TABLE 4--liltTl CARBON STEEL I(B-TZ2 DESIGN INFORMATION FOR HAMMER AND CORE DRILLED INSTi
<br />Nominal anchor diameter (in)
<br />Design parameter Symbol Units
<br />1/4 3/8 1/2 5/8 3/
<br />Effective min. in. 1-1/2 1-1/2 2 2-1/2 1-112 2 2-1/2 3-1/4 2-3/4 3-1/4 4 3-1/4 3.3
<br />embedment' h`i (mm) (38) (31) (51) (64) (38) (51) (64) (83) (70) (83) (102) (83) (9!
<br />Tension, steel failure modes
<br />Strength reduction
<br />CITY OF SANTA ANA
<br />Planning and Building Agency
<br />Approved
<br />YbR PERMIT ISSUANCE
<br />factor for steel in
<br />04a."
<br />0.75
<br />0.75
<br />0.75
<br />0.75
<br />0.75
<br />tension'
<br />Min. specified yield
<br />Ibfin'
<br />100,900
<br />100,900
<br />96,300
<br />87,000
<br />84,700
<br />strength
<br />fy
<br />(Nlrnrnl)
<br />(696)
<br />(696)
<br />(664)
<br />(600)
<br />(584)
<br />Min. specified uIL
<br />Ib/in'
<br />122,400
<br />126,200
<br />114,000
<br />106,700
<br />105.900
<br />strength
<br />(N/mm')
<br />(844)
<br />(870)
<br />(786)
<br />(736)
<br />(730)
<br />Effective tensile
<br />in"
<br />0.024
<br />0.051
<br />0.099
<br />0.164
<br />0.239
<br />stress area
<br />A`a"
<br />(mm)
<br />(15.4)
<br />(33.2)
<br />(63.6)
<br />(106.0)
<br />(154.4)
<br />Steel strength in
<br />lb
<br />2,920
<br />6.490
<br />11,240
<br />17,535
<br />25.335
<br />tension
<br />N4a
<br />(kN)
<br />1 (13.0)
<br />(28.9)
<br />(50.0)
<br />(78.0)
<br />(112.7)
<br />Tension, concrete failure modes
<br />Anchor category
<br />3
<br />1
<br />1
<br />1
<br />1
<br />0.75
<br />-15,000
<br />(517)
<br />88,000
<br />(607)
<br />0.470
<br />(303.2)
<br />41,365
<br />(184.1)
<br />Strength reduction
<br />factor for concrete
<br />and pullout failure in
<br />Gr<.rr,
<br />0P.N
<br />0.45
<br />0.65
<br />0.65
<br />0.65
<br />0.65
<br />0.65
<br />tension'.
<br />Effectiveness factor
<br />for uncracked
<br />k-,
<br />24
<br />24
<br />27
<br />24
<br />24
<br />27
<br />271
<br />24
<br />27
<br />2d
<br />concrete
<br />Effectiveness factor
<br />k
<br />_
<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 />Wort
<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 />4-3/8
<br />5-1/2
<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 />c8C
<br />(mm)
<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 cones
<br />NIA
<br />NIA
<br />N/A
<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 />(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 cones
<br />N;,_
<br />NIA
<br />NIA
<br />N/A
<br />N/A
<br />N/A
<br />N/A
<br />NIA
<br />N/A
<br />NIA
<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 />seismics
<br />Np,ro
<br />N/A
<br />N/A
<br />N/A
<br />NIA
<br />NIA
<br />NIA
<br />NIA
<br />N/A
<br />N/A
<br />N/A
<br />NIA
<br />NIA
<br />N/A
<br />(W)
<br />(2.8)
<br />(38.7)
<br />(52.6)
<br />Normalization factor,
<br />n„Mr
<br />-
<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 />0.60
<br />0.35
<br />0.31
<br />0.39
<br />N/A
<br />0.38
<br />uncracked concrete
<br />Normalization factor,
<br />cracked concrete, n . 0.39 0.50 0.46 0.28 0.47 0.50 0.48 0.40 0.50 0.47 0.50 0.36 0.42 0.29 N/A 0.50
<br />seismic
<br />A>:int stiffness i1 - 1' - Ihlm ,22,36D 131,570 1F8,585 290,36U 412,335 19g.845'
<br />servisr, load r;,nge krCm. 31.035 91,335 113.515 167,365 - _ 62,180 1,-400
<br />Foi SI: 1 !n.-h = 75.4 a,m, 1 Ibf = 4.45 I•l, 1 psi = 0,006895 MPa. For pound -inch units: 1 nun = 0,03937 inches.
<br />Fioure 2 of this report Iiluslrales the installation parameters.
<br />The: KH 17.2 is considered a ductile steel element in accordance with ACI 318-19 2.3.
<br />The strength reduction factor applies whan 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 rases, Wc,N = 1.0. The appropriate effectiveness factor for cracked concrete (k,,) or uncracked concrete (k,,,tr) must be used.
<br />s For all design cases, %p = 1.0. Tabular value for pullout strength is for a concrete compressive strength of 2,500 psi (17.2 MPa). Pullout strength for concrete
<br />compressive strength greater than 2,500 psi (17.2 MPa) may be increased by multiplying the tabular pullout strength by (Pc / 2,500)" for psi, or (fc 117.2)1 for
<br />MPa, where n is given as nunc, 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 />s For core drill installations, k-, = 24 for'/4-inch diameter anchors installed at 33/4 inches (95 mm) effective embedment.
<br />r'/4-inch and 1-inch diameter anchors are not permitted for core drilling installations.
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