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ESR-4266
<br />Most Widely Acceptedand Trusted
<br />CITY OF SANTA ANA
<br />Planning and Building Agency
<br />TABLE 8--HILTI I(B-TZ2 CARBON STEEL ANCHORS l ENSION AND SHEAR DESIGN DATA FOR INSTALLAT
<br />3000 PSI, LIGHTWEIGHT CONCRETE -FILLED PROFILE STEEL DECK ASSEMBLIES FOR HAMMER AN
<br />INSTALLATIONS 1.2.3
<br />Approved
<br />';cfOR PERMIT ISSUANCE
<br />Anchor Diameter
<br />Design parameter
<br />Symbol
<br />Units
<br />Apt
<br />114 318 112
<br />Effective min. embedment
<br />her
<br />in.
<br />1-1/2
<br />1-112
<br />2
<br />2-112
<br />1-1/2
<br />2
<br />2-1/2
<br />3-1/4
<br />2-314
<br />ate: ;
<br />Minimum hole dep8,
<br />k
<br />In.
<br />2
<br />2
<br />2-3/4
<br />3-1/4
<br />2-1/4
<br />2-3/4
<br />3-1/4
<br />4-114
<br />3-314
<br />Loads According to Figure 5A
<br />Minimum concrete
<br />thickness over u er flute 4
<br />hm�.d x
<br />In.
<br />2-1/2
<br />2-1/2
<br />2-'1/2
<br />2-112
<br />2-1/2
<br />3-1/4
<br />Pullout strength,
<br />uncrackedlb
<br />concrete S.n
<br />N°.d"'.'""`
<br />1,725
<br />1,855
<br />2,625
<br />_
<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 cracked concrete strength, SG
<br />No,da.
<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 />seismic5.'
<br />Np,d:uea
<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 shears
<br />V,,..,n
<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 />4,0115
<br />7,665
<br />Steel strength in shear,
<br />seismic'
<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 />Loads According to Flours 6B
<br />Minimum concrete
<br />thickness over u per flute'
<br />h qd ck
<br />In.
<br />2-1/2
<br />2-1/2
<br />2-1/2
<br />2-1/2
<br />2-1/2
<br />3-1/4
<br />Pullout strength,
<br />uncracked concrete 56
<br />Np.d2cn, x-
<br />lb
<br />1,725
<br />1,855
<br />2,G25
<br />2,99r �
<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 S6
<br />Np.d«r,�,
<br />lb
<br />,
<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•1
<br />kd�kt q
<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 shear8
<br />V a.de
<br />lb
<br />1 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 />4,0115
<br />7,865
<br />Steel strength in shear,
<br />seismic'
<br />V .,.,.ea
<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 />Loads According to Flour* 5C
<br />Minimum concrete
<br />thickness over upper flute
<br />!r„Lnd2tk
<br />In.
<br />2-1/4
<br />2-1/4
<br />NIA
<br />2-1/4
<br />NIA
<br />3-1/4
<br />3-1/4
<br />N/A
<br />NIA
<br />NIA
<br />Pullout strength, uncracked concrete 56
<br />N�a�
<br />lb
<br />1,380
<br />990
<br />2,485
<br />N/A
<br />1,815
<br />1,900
<br />N/A
<br />2,665
<br />2,960
<br />N/A
<br />NIA
<br />N/A
<br />Pullout strength,
<br />cracked concrete 5.6
<br />Nock ,du
<br />lb
<br />410
<br />870
<br />2,130
<br />NIA
<br />1,480
<br />1,480
<br />N/A
<br />1,890
<br />2,635
<br />N/A
<br />N/A
<br />NIA
<br />Pullout 5t7englh,
<br />seismic
<br />Ny,d,cx,w
<br />lb
<br />410
<br />870
<br />2.130
<br />N/A
<br />1,480
<br />1,480
<br />N/A
<br />1,890
<br />2,635
<br />N/A
<br />N/A
<br />N/A
<br />Steel strength in shear8
<br />V e.dt ,
<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 />N/A
<br />NIA
<br />Steel strength in shear,
<br />seismic'
<br />V..d .."
<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 />N/A
<br />NlA
<br />' Installations must comply with Section 4.1.9 and Section 4.3 and Figure 5A, Figure 5B and Ficture 5C of this report.
<br />2 The values for ¢,,r, in tension can be found in Table 4 of this report. The values for �s,,v in shear can be found in Table 6 of this report.
<br />3 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 />4 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 />(f'c / 3000)" for psi or (f'c / 20.7r for MPa. See Table 4 for normalization factor.
<br />6 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 />e The values listed must be used in accordance with Section 4.1.5 of this report.
<br />8 For core drill installations, with 3/,-Inch diameter anchors Installed at 3314 inches (95 mm) effective embedment, apply a reduction factor of 0.89 to the design
<br />tension strength of anchors installed;:, uncracked concrolc.
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