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ESR-4266 <br />Afost Vlidely accepted and Trusted <br />CITY OF SANTA ANA <br />Planning and Building Agency <br />Page 4 of 18 <br />4.1.8.3 Seismic Shear: The nominal concrete breakout strength and pryout strengt in sheAr rb9Ved <br />calculated in accordance with ACI 318-19 17.7.2 and 17.7.3 as described in Sections 4..EF0(E4)ERMhTsISSUANCE <br />report. In accordance with ACI 318-19 17.7.1.2, the appropriate value for nominal steel strength for seismic <br />loads, Vsa.ec described in Table 6 and Table 7 or Vsa decx.,q described in Table 8 must be u 3ed in lieu of V", as <br />applicable. <br />Master ID: <br />4.1.9 Requirements for Interaction of Tensile and Shear Forces: For anchors or gr oato. anchors that <br />are subject to the effects of combined tension and shear forces, the design must be perfoIrmed in accordance <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 s,, and cm.,n as given in Table 3 of this report must be used. <br />In lieu of ACI 318-19 17.9.4, minimum member thicknesses hm,r, as given in Tables 3 and 4 of this report must <br />be used. Additional combinations for minimum edge distance, ca,rn, and spacing, sm,n, may be derived by linear <br />interpolation between the given boundary values as described in Figure 4. <br />For carbon steel KB-TZ2 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 3hef or <br />1.5 times the flute width. <br />4.1.11 Requirements for Critical Edge Distance: In applications where c < cap 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 />4jcp.N as given by Eq-3: <br />Wcp.x = Cac (Eq-3) <br />whereby the factor 4Jcp,N need not be taken as less than t 5-NL . For all other cases, Wcp.N = 1.0. In lieu of <br />C­ <br />using ACI 318-19 17.9.5 values of cagy 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 J, affecting Nn and Vn. <br />For ACI 318-19 (2024 IBC), A 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 />Tadowable.ASD <br />a <br />Vallo.able.ASD = oyn <br />a <br />where: <br />Taaawable.ASD = Allowable tension load (Ibf or kN). <br />Vaaowable.ASD = Allowable shear load (Ibf or kN). <br />ONn = 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 />ovn = 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). <br />