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CITY OF SANTA ANA
<br />Planning and Building Agency
<br />ESR-4266 If I.;
<br />MosIWidely AccepledandTrusled
<br />4.1.8.3 Seismic Shear: The nominal concrete breakout strength and pryout strencl Approved
<br />�q� App�hprrI ISSUANCE
<br />calculated in accordance with ACI 318-19 17.7.2 and 17.7.3 as described in Sections 4.
<br />report. In accordance with ACI 318-19 17.7.1.2, the appropriate value for nominal steel s I f %i
<br />loads, Vsa,egdescribed in Table 6 and Table 7 or Vsa,deck,eq described in Table 8 must be use cII
<br />applicable. M
<br />4.1.9 Requirements for Interaction of Tensile and Shear Forces: For anchors or gr uqAtsf
<br />are subject to the effects of combined tension and shear forces, the design must be perfc rmed in acco
<br />with ACI 318-19 17.8.
<br />4.1.10 Requirements for Minimum Member Thickness, Minimum Anchor Spacing and Minimum Edge
<br />Distance: In lieu of ACI 318-19 17.9.2 values of smi» and c,,,;,, as given in Table 3 of this report must be used.
<br />In lieu of ACI 318-19 17.9.4, rninirnum member thicknesses hml„ as given in Tables 3 and 4 of this report must
<br />be used. Additional combinations for minimum edge distance, c„i., and spacing, s»,;,,, may be derived by linear
<br />interpolation between the given boundary values as described in Figure 4.
<br />For carbon steel KB= fZ2 anchors installed in the topside of sand -lightweight or normal -weight concrete over
<br />profile steel deck floor and roof assemblies, the anchors must be installed in accordance with Table 9 and
<br />Figure 5D.
<br />For carbon steel KB-TZ2 anchors installed in the soffit of sand -lightweight or normal -weight concrete over
<br />profile steel deck floor and roof assemblies, the anchors must be installed in accordance with Figure 5A,
<br />Figure 513 and Figure_ 5C and shall have an axial spacing along the flute equal to the greater of 3her or
<br />1.5 times the flute width.
<br />4.1.11 Requirements for Critical Edge Distance: In applications where c < cagy and supplemental
<br />reinforcement to control splitting of the concrete is not present, the concrete breakout strength in tension for
<br />uncracked concrete, calculated in accordance with ACI 318-19 17.6.2 must be further multiplied by the factor
<br />q-'cp,N as given by Eq-3:
<br />Wcp,N = Ca(Eq-3)
<br />�
<br />whereby the factor 4Vcp,N need not be taken as less than !AN . For all other cases, (ep,N = 1.0. In lieu of
<br />C.0
<br />using ACI 318-19 17.9.5 values of cac must comply with Table 4 or Table 5.
<br />4.1.12 Lightweight Concrete: For the use of anchors in lightweight concrete, the modification factor Aa equal
<br />to 0.8A is applied to all values of f' affecting N„ and V».
<br />For ACI 318-19 (2024 IBC),,\ shall be determined in accordance with ACI 318-19.
<br />For anchors installed in the soffit of sand -lightweight concrete -filled steel deck and floor and roof assemblies,
<br />further reduction of the pullout values provided in this report is not required.
<br />4.2 Allowable Stress Design (ASD):
<br />4.2.1 General: Design values for use with allowable stress design (working stress design) load combinations
<br />calculated in accordance with Section 1605.1 of the 2024 IBC must be established as follows:
<br />1 n11o,,.ab1o,ASf) _ �N,�
<br />a
<br />where:
<br />7,,n•: ;:,-.,,A�u = /' ll 1':�: blc tension load (Ibf or kN).
<br />Vallawable,ASU — Allowable shear load (Ibf or kN).
<br />ON„ = Lowest design strength of an anchor or anchor group in tension as determined in
<br />accordance with ACI 318-19 Chapter 17 and 2024 IBC Section 1905.7, and Section 4.1
<br />of this report, as applicable (Ibf or N).
<br />¢V„ = Lowest design strength of an anchor or anchor group in shear as determined in
<br />accordance with ACI 318-19 Chapter 17 and 2024 IBC Section 1905.7, and Section 4.1
<br />of this report, as applicable (Ibf or N).
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