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ESR-1917 I Most Widely Accepted and Trusted Pale-Lo
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<br /> FIGURE 4-INTERPOLATION OF MINIMUM EDGE DISTANCE AND ANCHOR SPACING
<br /> TABLE 5-HILTI KWIK BOLT TZ(KB-TZ)CARBON STEEL ANCHORS TENSION AND SHEAR DESIGN DATA FOR INSTALLATION IN
<br /> THE SOFFIT OF CONCRETE-FILLED PROFILE STEEL DECK ASSEMBLIES1'°'2'8
<br /> DESIGN INFORMATION Symbol Units , Anchor Diameter 1/2 8 3
<br /> /4
<br /> Effective Embedment Depth her In, 2 2 3114 31/8 4 33/4
<br /> Minimum Hole Depth hd In. 28/8 28/8 4 33/4 43/4 41/z
<br /> Loads According to Figure5A
<br /> Pullout Resistance,uncracked Np,deck,uncr lb 2,060 2,060 3,695 2,825 6,565 4,255
<br /> concrete
<br /> Pullout Resistance,cracked concrete 6 NI,,deck,nr lb 1,460 1,460 2,620 2,000 4,645 3,170
<br /> Steel Strength in Shear? Vse,deck lb 2,130 3,000 4,945 4,600 6,040 6,190
<br /> Steel Strength in Shear,Seismic° Vea,deck,eq lb 1,340 3,000 4,945 4,320 5,675 5,315
<br /> Loads According to Figure 5B
<br /> Pullout Resistance,uncracked Np,deok,uncr lb 2,010 2,010 3,695 2,825 5,210 4,255
<br /> concrete
<br /> Pullout Resistance,cracked concrete 9 Np,deck,or lb 1,425 1,425 2,620 2,000 3,875 3170
<br /> Steel Strength in Shear? Vse,deck lb 2,060 2,060 4,065 4,600 5,615 6,190
<br /> Steel Strength in Shear,Seismic° Vse,deck,eq lb 1,340 1,460 4,065 4,320 5,275 5,315
<br /> Loads According to Figure 50
<br /> Pullout Resistance,uncracked k`411
<br /> concrete° Np,dedk,uncr lb 1,845 1,865 3,37'5 •4 065 �14'�kx r 5,
<br /> Pullout Resistance,cracked concrete 6
<br /> Np,deck,e lb 1,660 1,325 3,005 2,885 4`.404 04 ; kip f��
<br /> Steel Strength in Shear' Vse,dedk lb _ 2,8'45 2,585 3,945 4 705 ..g..1-`' or
<br /> Steel Strength In Shear,Seismic' Vsd,deck,ee lb 1,790 2,585 3,945 4,420 =, �'& a �
<br /> 1 Installations must comply with Sections 4.1.10 and 4,3 and Figures 5A,5B and 5C of this report.
<br /> 2 The values for(lip in tension and 4ee in shear can be found In Table 3 of this report.
<br /> 3 The characteristic pullout resistance for concrete compressive strengths greater than 3,000 psi may be increased by
<br /> multiplying the value in the table by(f'c/3000)1"2 for psi or(f'e/20.7) for MPa[minimum of 24 MPa is required under
<br /> ADIBC Appendix L,Section 5.1.1].
<br /> 4 Evaluation of concrete breakout capacity In accordance with ACI 318 D.5.2,D.6.2,and D.6.3 is not required for
<br /> anchors installed in the deck soffit.
<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 4.1.8.2 of this report.
<br /> The values listed must be used in accordance with Section 4.1.5 of this report.
<br /> 'The values listed must be used in accordance with Section 4.1.8.3 of this report.Values are applicable to both static
<br /> and seismic load combinations.
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