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ESR-4266
<br />IF; MCWf M,:$1vrderyacceptedand TrustedI
<br />CITY OF SANTA ANA
<br />Planning and Building Agency
<br />Page T2 of 18
<br />TABLE 8—HILTI KB-TZ2 CARBON STEEL ANCHORS TENSION AND SHEAR DESIGN DATA FOR INSTALLATI N IN THE Aplpmoved
<br />3000 PSI, LIGHTWEIGHT CONCRETE -FILLED PROFILE STEEL DECK ASSEMBLIES FOR HA
<br />INSTALLATIONS'2J CMMER AND ORbGI�E€�MIT ISSUANCE
<br />�Yi i tS
<br />Anchor Diameter
<br />Design parameter
<br />Units
<br />114
<br />3/8
<br />112
<br />8
<br />3/4
<br />flh,.,
<br />Effective min. embedment'in.
<br />1-V2
<br />1-1,2
<br />2
<br />2-1/2
<br />1-12
<br />2
<br />2-1/2
<br />3-1/4
<br />2-3/4
<br />3-1/4
<br />3-3i4'
<br />Minimum hole depth
<br />n
<br />2
<br />2
<br />2-3/4
<br />3.1/4
<br />2-1.4
<br />2-3 4
<br />3-1l4
<br />4-1/4
<br />3.3l4
<br />4-3/4
<br />4-1/4
<br />4-314
<br />Loads According to Figure SA
<br />Minimum concrete
<br />thickness over u r flute '
<br />h ,,,.�
<br />n.
<br />2-1/2
<br />2-1/2
<br />2-1l2
<br />2-112
<br />2-1 2
<br />3.1/4
<br />Pullout strength,
<br />uncracked concrete ss
<br />N. , ,,
<br />lb
<br />1.725
<br />1.855
<br />2.625
<br />2.995
<br />1.855
<br />2.750
<br />3,745
<br />4.715
<br />4.415
<br />5,815
<br />3,800
<br />4,795
<br />Pullout strength,
<br />cracked concrete Se
<br />Np,K,='
<br />lb
<br />515
<br />1.625
<br />2.295
<br />2.405
<br />1.650
<br />2.135
<br />3,275
<br />3.340
<br />3,930
<br />4,395
<br />3.325
<br />3.730
<br />Pullout strength,
<br />Np—_
<br />lb
<br />515
<br />1.625
<br />2,295
<br />2,405
<br />1,650
<br />2,135
<br />3.275
<br />3.340
<br />3.930
<br />4,395
<br />3.325
<br />3.730
<br />seismic"
<br />Steel strength in shear
<br />V,.,
<br />lb
<br />1.630
<br />1.355
<br />2,120
<br />2.120
<br />1,790
<br />2,260
<br />3.555
<br />4.345
<br />3.815
<br />6.150
<br />4.085
<br />7.865
<br />Steel strength in shear,
<br />seismic'
<br />V,,,,�.,,
<br />b
<br />1,630
<br />1.355
<br />2,120
<br />2,120
<br />1,790
<br />2,260
<br />3.555
<br />4,345
<br />1 3,815
<br />6.150
<br />1 4,085
<br />7.865
<br />Loads According to Figure 5B
<br />Minimum concrete
<br />thickness over upper flute'
<br />h.,„,.,�,
<br />in
<br />2-1/2
<br />2-1/2
<br />2-1/2
<br />2-V2
<br />2.112
<br />3-1/4
<br />Pullout strength.
<br />uncracked concretes i
<br />N,,,�,�.
<br />Ib
<br />1,725
<br />1,855
<br />2.625
<br />2.995
<br />1.855
<br />2,750
<br />3,745
<br />4,715
<br />4,415
<br />5,815
<br />3,800
<br />4.795
<br />Pullout strength,
<br />cracked concrete 56
<br />Np�
<br />lb
<br />515
<br />1,625
<br />2,295
<br />2,405
<br />1,650
<br />2.135
<br />3,275
<br />3.340
<br />3,930
<br />4,395
<br />3.325
<br />3,730
<br />Pullout strength.
<br />seismic 5'
<br />Np.a,w.`;
<br />lb
<br />515
<br />1,625
<br />2,295
<br />2.405
<br />1,650
<br />2,135
<br />3,275
<br />3,340
<br />3,930
<br />4,395
<br />3,325
<br />3,730
<br />Steel strength in shear'
<br />V,._
<br />lb
<br />1,630
<br />1,355
<br />2.120
<br />2.120
<br />1,790
<br />2,260
<br />3,285
<br />4,235
<br />3.815
<br />4,650
<br />4,085
<br />7,865
<br />Steel strength in shear,
<br />seismic'
<br />V,.,,. _
<br />lb 1
<br />1.630
<br />1,355
<br />2.120
<br />2,120
<br />1,790
<br />2,260 1
<br />3,285
<br />4.235
<br />3.815
<br />4.650
<br />4,085
<br />7.865
<br />Loads According to Figure SC
<br />Minimum concrete
<br />thickness over upper flute'
<br />h,,,,_�,
<br />in.
<br />2-1/4
<br />2-1/4
<br />N/A
<br />2-1A
<br />NIA
<br />3-1/4
<br />3-1/4
<br />N/A
<br />N,A
<br />NIA
<br />Pullo
<br />uncracked concrete 55
<br />uncracked concrete
<br />Np,,.a,,,,,�-•
<br />lb
<br />1,380
<br />990
<br />2,485
<br />N/A
<br />1,815
<br />1,900
<br />NIA
<br />2,665
<br />2.960
<br />NIA
<br />NIA
<br />N;A
<br />Pullout strength.
<br />cracked concrete 56
<br />Np,,u,-,
<br />lb
<br />410
<br />870
<br />2.130
<br />N/A
<br />1,480
<br />1.480
<br />NIA
<br />1.890
<br />2,635
<br />N/A
<br />NIA
<br />NIA
<br />Pullout strength.
<br />seismic 17
<br />lb
<br />410
<br />870
<br />2.130
<br />NIA
<br />1,480
<br />1.480
<br />NIA
<br />1.890
<br />2.635
<br />NIA
<br />N/A
<br />NIA
<br />Steel strength in shear'
<br />V.
<br />Ib
<br />1,125
<br />2,370
<br />2.505
<br />NIA
<br />2.680
<br />3,175
<br />NIA
<br />3465
<br />4,085
<br />NIA
<br />N/A
<br />N/A
<br />Steel strength in shear.
<br />seismic'
<br />V,,.,.a,,,;
<br />lb
<br />1,125
<br />2.370
<br />2.505
<br />N/A
<br />2.680
<br />3,175
<br />N/A
<br />3,465
<br />4,085
<br />N/A
<br />NIA
<br />N!A
<br />Installations must comply with Section 4.1.9 and Section 4.3 and Figure 5A. Ficure 5B and Figure C of this report
<br />The values for p,,°, in tension can be found in Table 4 of this report. The values for p,,,v in shear can be found in Table of this report.
<br />' Evaluation of concrete breakout capacity in accordance with ACI 318-19 17.6.2 is not required for anchors installed in the deck soffit.
<br />' Minimum concrete thickness refers to concrete thickness above upper flute. See Figures 5A to 5C.
<br />5 Characteristic pullout resistance for concrete compressive strengths greater than 3.000 psi (20.7 MPa) may be increased by multiplying the value in the table by
<br />if 'c / 3000)' for psi or if 'c / 20.7)' for MPa. See Table 4 for normalization factor.
<br />° The values listed must be used in accordance with Section 4.1.4 of this report
<br />The values listed must be used in accordance with Sections 4.1.4 and 4.1.8 of this report.
<br />° The values listed must be used in accordance with Section 4.1.5 of this report.
<br />s For core drill installations, with'/. -inch diameter anchors irstalled at 311, inches (95 mm) effective embedment, apply a reduction factor of 0 89 to the design
<br />tension strength of anchors installed in uncracked concrete.
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