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CITY OF SANTA ANA
<br />Planning and Building Agency
<br />ESR-4266 ors
<br />Elm MoslWMelyAcaptedand Rusted -
<br />TABLE 5-HILTI STAINLESS STEEL KB-TZ2 DESIGN INFORMATION FOR HAMMER AND CORE URILI I Approved
<br />INSTALLATIONS,TENSION" FOR PERMIT ISSUANCE
<br />Nominal anchor diameter (in)
<br />Design parameter
<br />Symbol
<br />Units
<br />3�
<br />1�4
<br />3/8
<br />112
<br />5/8
<br />Effective min, embedment'
<br />h r
<br />in.
<br />1-112
<br />1-1/2
<br />2
<br />2-ill
<br />2
<br />2-1/2
<br />3-1/4
<br />2-3/4
<br />3-114
<br />4
<br />3-114
<br />S
<br />t
<br />I
<br />(mm)
<br />(38)
<br />(38)
<br />(51)
<br />(64)
<br />(51)
<br />(64)
<br />(II3)
<br />(70)
<br />(83)
<br />(102)
<br />(831
<br />Wt(121)i (I ill (I-,
<br />-_a
<br />Tension, steel failure modes
<br />Strength reduction factor for
<br />steel in lenslon3a
<br />rDn r,
<br />0.75
<br />0.76
<br />0.75
<br />0.75
<br />0.75
<br />0.7
<br />_
<br />Ibfinz
<br />100,900
<br />96,300
<br />96,300
<br />91,600
<br />84,100
<br />65,000
<br />Min. specified yield strength
<br />f,
<br />(Nlmm2)
<br />(696)
<br />(664)
<br />(664)
<br />(632)
<br />(580)
<br />(448)
<br />IbCn2
<br />122.400
<br />120,100
<br />120,400
<br />114.600
<br />100.500
<br />99,900
<br />Min. specified ult. strength
<br />fvra
<br />(N/mm')
<br />(844)
<br />(828)
<br />(830)
<br />(790)
<br />(693)
<br />(689)
<br />In
<br />0.024
<br />0.051
<br />0.099
<br />0.164
<br />0,239
<br />0.470
<br />Effective tensile stress area
<br />A_u
<br />(mm')
<br />(15.4)
<br />(33.2)
<br />(63.6)
<br />(106.0)
<br />(154.4)
<br />(303.2)
<br />1b
<br />2,920
<br />6,180
<br />11,870
<br />18,835
<br />24,045
<br />46.955
<br />Steel strength in tension
<br />his,
<br />(kN)
<br />(13.0)
<br />(27.5)
<br />(52.8)
<br />(83.8)
<br />(107.0)
<br />(208.9)
<br />Tension, concrete failure modes
<br />Anchor category
<br />-
<br />3
<br />1
<br />1
<br />1
<br />1
<br />1
<br />Strength reduction factor for
<br />concrete and pullout failure
<br />in tension, (Condition B -
<br />o n, (Pot
<br />0.45
<br />0.65
<br />0.65
<br />0.65
<br />0.65
<br />0.65
<br />supplementary
<br />reinforcement not present)3
<br />Effectiveness factor for
<br />k-,
<br />24
<br />24
<br />24
<br />24
<br />24
<br />276
<br />24
<br />27
<br />uncracked concrete
<br />Effectiveness factor for
<br />kr,
<br />17
<br />21
<br />17
<br />17
<br />21
<br />17
<br />21
<br />17
<br />21
<br />21°
<br />21
<br />24
<br />21
<br />cracked concrete
<br />Modification factor for
<br />anchor resistance, tension.
<br />Wc,N
<br />1.0
<br />1.0
<br />1.0
<br />1.0
<br />1.0
<br />1.0
<br />uncracked concrete'
<br />in.
<br />4
<br />4-1/2
<br />5-1/2
<br />4-1/8
<br />5-112
<br />E-1/4
<br />7-1/2
<br />10
<br />6.1/2
<br />8-314
<br />12
<br />10
<br />10
<br />11
<br />15-1/2
<br />Critical edge distance
<br />c,,.
<br />(mm)
<br />(102)
<br />(114)
<br />(140)
<br />(105)
<br />(140)
<br />(159)
<br />(191)
<br />(254)
<br />(165)
<br />(222)
<br />(305)
<br />(254)
<br />(254)
<br />(279)
<br />(394)
<br />Pullout strength uncracked
<br />NO.-
<br />lb
<br />1.570
<br />NIA
<br />NIA
<br />4,185
<br />3.380
<br />4,010
<br />5,500
<br />4,085
<br />6.015
<br />8,050
<br />N/A
<br />N/A
<br />N/A
<br />N/A
<br />NIA
<br />concretes
<br />(kN)
<br />(7,0)
<br />(18.6)
<br />(15.0)
<br />(17.8)
<br />(24.5)
<br />(18.2)
<br />(26.8)
<br />(35.8)
<br />Pullout strength cracked
<br />Nr"`
<br />lb
<br />670
<br />N/A
<br />NIA
<br />NIA
<br />N/A
<br />NIA
<br />NIA r
<br />NIA
<br />N/A
<br />N/A
<br />N/A
<br />N!A
<br />8,795
<br />N/A
<br />N/A
<br />concretes
<br />(kN)
<br />(3.0)
<br />(39.1)
<br />Pullout strength
<br />N,,,e,
<br />lb
<br />670
<br />NIA
<br />NIA
<br />N/A
<br />NIA
<br />N/A
<br />N/A
<br />N/A
<br />N/A
<br />N/A
<br />N/A
<br />N/A
<br />8,795
<br />NIA
<br />N/A
<br />seismic'
<br />(kN)
<br />(3.0)
<br />(39.1)
<br />Normalization Factor,
<br />n M,
<br />0.39
<br />N/A
<br />N/A
<br />0.37
<br />0.46
<br />0.50
<br />0.50
<br />0.50
<br />0.42
<br />0.47
<br />N/A
<br />N/A
<br />0.30
<br />NIA
<br />N/A
<br />uncracked concrete
<br />Normalization factor,
<br />n�,
<br />0.50
<br />N/A
<br />NIA
<br />N/A
<br />N/A
<br />N!A
<br />0.50
<br />N/A
<br />N/A
<br />NIA
<br />N/A
<br />N1A
<br />0.50
<br />N/A
<br />NIA
<br />cracked concrete, seismic
<br />Tension, axial stiffness
<br />Axial stiffness in service
<br />Ibfin.
<br />166.490
<br />175,800
<br />1 137.145
<br />153.925
<br />342,680
<br />1 105,970
<br />load range
<br />I
<br />Iblin.
<br />33,805
<br />79,860
<br />1 97,985
<br />69,625
<br />1 75,715
<br />117,630
<br />Si: 1 infix - ?t •1 vna, 1 R,' - 4.4514. 1 --1 n nn6£9B Ml'n Foyi-n;m;r infi units: 1 mm
<br />Figure 2 of this report illustrates the installation pararnetei s.
<br />"the K121472 is considered a ductile steel efemeni in accordance YAM ACI 318.19 2.3.
<br />3 The slr6nllih reduction factor applies when Ih, load combinations from the IBC or ACI 318 are used and the requhenrents (it ACI 3 18- 19 17.5.3 are met. T he -.:I- encith
<br />reduction factors are applicable with supplementary reinforcement is not present. Greater strength reduction factors may be used in areas where supplementary
<br />reinforcement ran be vuri•`:,A.
<br />a Fur all design c=tses, 4 l�,u = 1 A. The appruptiale effectiveness factor for cracked concrete (&,) or uncracked concrete (k,,,,,:) must he used.
<br />s For all design cases, W,.P = 1.0. Tabular value for pullout strength is for a concrete compressive ;arength of 2,.W0 psi (17.2 MPa). Pullout strength far ronccele
<br />compressive strength greater than 2,500 psi (17.2 MPa) may bo increased by multiplying the tabular pullout strength by (fe / 2,500)^ for psi, or (Pc / 17.2)" for MPa,
<br />where n Is given as n r for uncracked concrete and rla for cracked concrete.NA (not applicable) denotes that pullout strength does not need to be considered for
<br />design.
<br />° For core drill installations, k M, = 24 and k,. = 17 for 3/4-inch diameter anchors installed at 33/4 inches (95 mm) effective embedment.
<br />' For core drill installations, Nay, = 4245 lb (18.9 kN) and Np Ft = 42451b (18.9 kN) for 1h-inch diameter anchors installed at 3114 inches (83 mm) effective embedment.
<br />° VAnch and 1-inch diameter anchors are not permitted for core drilling installations.
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