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ESR-4266
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<br />CITY OF SANTA ANA
<br />Planning and Building Agency
<br />Page 3 of 18
<br />( !I nano
<br />Nn f,' — Np•uncr lz,soo) (lb, psi) (Eq-2)
<br />fl nuncr
<br />Np,f,' — Npu ncr ( `) (N, MPa)
<br />17.2
<br />Approved
<br />FOR PERMIT ISSUANCE
<br />Where values for No, or Np.uncr are not provided in Table 4 or Table 5, the pullout stre d*ki% ikon need
<br />not be evaluated. Date:
<br />The nominal pullout strength in cracked concrete of the carbon steel KB-TZ2 inst�llarl in the soffit of
<br />sand -lightweight or normal -weight concrete on steel deck floor and roof assemblies, as shown in Figure 5A,
<br />Figure 5B and Figure 5C, is given in Table 8. In accordance with ACI 318-19 17.6.3.2.1 the nominal pullout
<br />strength in cracked concrete must be calculated in accordance with Eq-1, whereby the value of Nodrck.cr must
<br />be substituted for Np.,, and the value of 3,000 psi (20.7 MPa) must be substituted for the value of 2,500 psi
<br />(17.2 MPa) in the denominator. In regions where analysis indicates no cracking in accordance with ACI 318-
<br />19 17.6.3.3 the nominal strength in uncracked concrete must be calculated according to Eq-2, whereby the
<br />value of Np.deck.uncr must be substituted for Np.,,,,c,and the value of 3,000 psi (20.7 MPa) must be substituted for
<br />the value of 2,500 psi (17.2 MPa) in the denominator. The use of stainless steel KB-TZ2 anchors installed in
<br />the soffit of concrete on steel deck assemblies is beyond the scope of this report.
<br />4.1.5 Requirements for Static Steel Strength in Shear: The nominal steel strength in shear, V,, of a single
<br />anchor in accordance with ACI 318-19 17.7.1.2 is given in Table 6 and Table 7 of this report and must be used
<br />in lieu of the values derived by calculation from ACI 318-19 Eq. 17.7.1.2b. The shear strength Vsa.deck of the
<br />carbon -steel KB-TZ2 as governed by steel failure of the KB-TZ2 installed in the soffit of sand -lightweight or
<br />normal -weight concrete on steel deck floor and roof assemblies, as shown in Figure 5A, Figure 5B and Figure
<br />5C, is given in Table 8.
<br />4.1.6 Requirements for Static Concrete Breakout Strength in Shear: The nominal concrete breakout
<br />strength of a single anchor or group of anchors in shear, Vcb or V,b9, respectively, must be calculated in
<br />accordance with ACI 318-19 17.7.2 with modifications as described in this section. The basic concrete breakout
<br />strength, Vb, must be calculated in accordance with ACI 318-19 17.7.2.2.1 based on the values provided in
<br />Table 6 and Table 7. The value of G used in ACI 318-19 Eq. 17.7.2.2.1a must be taken as no greater than the
<br />lesser of ho or 8da. Anchors installed in light -weight concrete must use the reduction factors provided in ACI
<br />318-19 17.2.4.
<br />For carbon steel KB-TZ2 anchors installed in the soffit of sand -lightweight or normal -weight concrete on steel
<br />deck floor and roof assemblies, as shown in Figure 5A, Figure 5B and Figure 5C, calculation of the concrete
<br />breakout strength in shear is not required.
<br />4.1.7 Requirements for Static Concrete Pryout Strength in Shear: The nominal concrete pryout strength
<br />of a single anchor or group of anchors, Vcp or Vcpg, respectively, must be calculated in accordance with ACI
<br />318-19 17.7.3 modified by using the value of kip provided in Table 6 and Table 7 of this report and the value
<br />of N.b or Nlb� as calculated in Section 4.1.3 of this report.
<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, as shown in Figure 5A, Figure 513 and Figure 5C, calculation of
<br />the concrete pry -out strength in accordance with ACI 318-19 17.7.3 is not required.
<br />4.1.8 Requirements for Seismic Design:
<br />4.1.8.1 General: For load combinations including seismic, the design must be performed in accordance with
<br />ACI 318-19 17.10. Modifications to ACI 318-19 17.10 shall be applied under Section 1905.7 of the 2024 IBC.
<br />The anchors comply with ACI 318-19 2.3, as ductile steel elements and must be designed in accordance
<br />with ACI 318-19 17.10.5, 17.10.6, 17.10.7 or 17.10.4. Strength reduction factors, ¢, are given in Table 4, Table
<br />5, Table 6 and Table 7 of this report. The anchors may be installed in structures assigned to Seismic Design
<br />Categories A through F of the IBC.
<br />4.1.8.2 Seismic Tension: The nominal steel strength and nominal concrete breakout strength for anchors
<br />in tension must be calculated in accordance with ACI 318-19 17.6.1 and 17.6.2 as described in Sections 4.1.2
<br />and 4.1.3 of this report. In accordance with ACI 318-19 17.6.3.2.1 the appropriate pullout strength in tension
<br />for seismic loads, Np,q, described in Table 4 and Table 5 or Np deck.cr described in Table 8 must be used in lieu
<br />of Np, as applicable. The value of Np,4 or NP.d,ck.cr may be adjusted by calculation for concrete strength in
<br />accordance with Eq-1 and Section 4.1.4 whereby the value of Nodack.cr must be substituted for Np.c,and the
<br />value of 3,000 psi (20.7 MPa) must be substituted for the value of 2,500 psi (17.2 MPa) in the denominator. If
<br />no values for Np.Nv or NP.dl:ce._q are given in Table 4, Table 5, or Table 8, the static design strength values govern.
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