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Page 2 of 14 ESR-1917
<br /> breakout strength in tension for uncracked concrete, lightweight or normal-weight concrete on steel deck floor and
<br /> calculated according to ACI 318 Section D.5.2, must be roof assemblies, as shown in Figure 5, is given in Table 3.
<br /> further multiplied by the factor W,.°„as given by the following 4.1.7 Requirements for Static Concrete Breakout
<br /> equation: Strength of Anchor in Shear, V,or V,,r: Static concrete
<br /> c breakout strength shear capacity must be calculated in
<br /> Wes= ci6 (1) accordance with ACI 318 Section D.6.2 based on the values
<br /> provided in Tables 3 and 4. The value of 1,used in ACI 318
<br /> Equation(D-24)must taken as no greater than hµ
<br /> whereby the factor W.,,, need not be taken as less 4.1.8 Requirements for Static Concrete Pryout Strength
<br /> than 1.Sh°, . For all other cases, Wc,,,= 1.0. Values for the of Anchor in Shear, V, or V.: Static concrete pryout
<br /> C. strength shear capacity must be calculated in accordance
<br /> critical edge distance c„must be taken from Table 3 or Table with ACI 318 Section D.6.3,modified by using the value of k„
<br /> 4 provided in Tables 3 and 4 of this report and the value of N,
<br /> or N,, as calculated in Section 4.1.3 of this report. For
<br /> 4.1.5 Requirements for Static Pullout Strength in anchors installed in the soffit of structural sand lightweight or
<br /> Tension: The pullout strength of the anchor in cracked and normal-weight concrete over profile steel deck floor and roof
<br /> uncracked concrete, where applicable, is given in Tables 3 assemblies,as shown in Figure 5,calculation of the concrete
<br /> and 4. In accordance with ACI 318 Section D.5.3.2, the pryout strength in accordance with ACI 318 Section D.6.3 is
<br /> nominal pullout strength in cracked concrete must be not required.
<br /> calculated according to the following equation: 4.1.9 Requirements for Minimum Member Thickness,
<br /> Ff� Minimum Anchor Spacing and Minimum Edge Distance:
<br /> (lb, psi) (2) In lieu of ACI 318 Section D.8.3, values of c,,,,, and s,,,,,as
<br /> 2,500 given in Tables 2 and 3 of this report must be used. In lieu of
<br /> ACI 318 Section D.8.5,minimum member thicknesses h,,,,as
<br /> given in Tables 3 and 4 of this report must be used.Additional
<br /> combinations for minimum edge distance c,n,and spacing s,,,,,
<br /> may be derived by linear interpolation between the given
<br /> No = N°, 1 2 (N, MPa) boundary values. (See Figure 4.)The critical edge distance
<br /> at corners must be minimum 4h„in accordance with ACI 318
<br /> Section D.8.6.
<br /> In regions where analysis indicates no cracking in 4.1.10 Requirements for Seismic Design: For load
<br /> accordance with ACI 318 Section D.5.3.6,the nominal pullout combinations including earthquake, the design must be
<br /> strength in tension must be calculated according to the performed according to ACI 318 Section 0.3.3 as modified by
<br /> following equation: Section 1908.1.16 of the IBC,as follows:
<br /> _ f CODE ACI 318 D.3.3. CODE EQUIVALENT
<br /> NP''r`-N, .500 (Ib,psi) (3) SEISMIC REGION DESIGNATION
<br /> Moderate or high Seismic Design
<br /> IBC and IRC seismic risk Categories
<br /> C,D, E,and F
<br /> Moderate or high Seismic Zones
<br /> N N ��� (N, MPa) UBC seismic risk 28,3,and 4
<br /> w'r�_ °. 17.2
<br /> The nominal steel strength and the nominal concrete
<br /> breakout strength for anchors in tension, and the nominal
<br /> Where values for N°Por N°,are not provided in Table 3 concrete breakout strength and pryout strength for anchors in
<br /> or Table 4, the pullout strength in tension need not be shear,must be calculated according to ACI 318 Sections D.5
<br /> evaluated. and D.6, respectively, taking into account the corresponding
<br /> The pullout strength in cracked concrete of the carbon steel values given in Tables 3 and 4.The anchors comply with ACI
<br /> KB-TZ installed in the soffit of sand lightweight or normal- 318 DA as ductile steel elements and must be designed in
<br /> weight concrete on steel deck floor and roof assemblies, as accordance with ACI 318 Section D.3.3.4 or D.3.3.5. The
<br /> shown in Figure 5,is given in Table 3.In accordance with ACI nominal pullout strength N°,,,,and the nominal steel strength
<br /> 318 Section D.5.3.2,the nominal pullout strength in cracked for anchors in shear V„o„must be evaluated with the values
<br /> concrete must be calculated according to Eq. (2), whereby given in Tables 3 and 4.The values of N°.„must be adjusted
<br /> the value of Np,,,,.,.,,must be substituted for N, The use of for concrete strength as follows:
<br /> stainless steel KB-TZ anchors installed in the soffit of f,
<br /> concrete on steel deck assemblies is beyond the scope of N ;,. ,=N,,,,, (Ib, psi) (4)
<br /> this report.in regions where analysis indicates no cracking in ° r ° YYY 2,500
<br /> accordance with ACI 318 Section D.5.3.6,the nominal pullout
<br /> strength in tension may be increased by W,„ as given in
<br /> Table 3. W,,is 1.0 for all cases. Minimum anchor spacing N,,,;, ,=N ,,�,f” IN, MPa)
<br /> along the flute for this condition must be the greater of 3.0h„ ° r ° 17 2
<br /> or 1'/,times the flute width.
<br /> 4.1.6 Requirements for Static SteelSheaTCapacity V,�Itti— If no values for N°,,,,or V,,,,,are given in Table 3 or Table
<br /> lieu of the value of V,as given in ACI 318 Section D.6.1.2(c), 41 the statfe-designstrength values-goverr. (See-Sections`-
<br /> the values of V,given in Tables 3 and 4 of this report must be 4.1.5 and 4.1.6.)
<br /> used. The shear strength V, ,,as governed by steel failure 4.1.11 Structural Sand Lightweight Concrete: When
<br /> of the KB-TZ installed in the soffit of structural sand structural lightweight concrete is used, values determined in
<br />
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