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ESR-4266
<br />M, hM R,`j Mcst Widely Accepted and Trusted
<br />CITY OF SANTA ANA
<br />Planning and Building Agency
<br />Page 2 of 18
<br />in Figure 1. The stud is manufactured from carbon steel or AISI Type 304 or Type 316 stainless steefWpi2l9ved
<br />Carbon steel KB-TZ2 anchors have a minimum 5 pm (0.0002 inch) zinc -nickel plating. The exFORoPBIR MISSUANCE
<br />for the carbon steel KB-TZ2 anchors are fabricated from carbon steel or stainless steel. The expansion
<br />elements for the stainless steel KB-TZ2 anchors are fabricated from stainless steel. The hex nut for carbon
<br />steel conforms to ASTM A563-04, Grade A, and the hex nut for stainless steel conforms o4SMFIA?4.
<br />The anchor body is comprised of a high -strength rod threaded at one end and a tapered nRqL*el at the other
<br />end. The tapered mandrel is enclosed by a three -section expansion element. The expansion element
<br />movement is restrained by the mandrel taper and by a collar. The anchor is installed in a 6tediffled hole with a
<br />hammer. When torque is applied to the nut of the installed anchor, the mandrel is drawn into the expansion
<br />element, which is in turn expanded against the wall of the drilled hole.
<br />3.2 Concrete:
<br />Normal -weight and lightweight concrete must conform to Sections 1903 and 1905 of the IBC.
<br />3.3 Steel Deck Panels:
<br />Steel deck panels must be in accordance with the configuration in Figure 5A, Figure 5B, Figure 5C and
<br />Figure 5D and have a minimum base steel thickness of 0.035 inch (0.899 mm, 20 gauge). Steel must comply
<br />with ASTM A653/A653M SS Grade 33 and have a minimum yield strength of 33,000 psi (228 MPa).
<br />4.0 DESIGN AND INSTALLATION
<br />4.1 Strength Design:
<br />4.1.1 General: Design strength of anchors complying with the 2024 IBC, as well as Section R301.1.3 of the
<br />2024 IRC must be determined in accordance with ACI 318-19 Chapter 17 and this report.
<br />Design parameters provided in Table 4, Table 5, Table 6 and Table 7 of this report are based on the 2024
<br />IBC (ACI 318-19) unless noted otherwise in Sections 4.1.1 through 4.1.12. The strength design of anchors
<br />must comply with ACI 318-19 17.5.1.2, except as required in ACI 318-19 17.10.
<br />Strength reduction factors, 0, as given in ACI 318-19 17.5.3 and noted in Table 4, Table 5, Table 6 and Table
<br />7 of this report, must be used for load combinations calculated in accordance with Section 1605.1 of the 2024
<br />IBC and Section 5.3 of ACI 318-19. The value of Pc used in the calculations must be limited to a maximum of
<br />8,000 psi (55.2 MPa), in accordance with ACI 318-19 17.3.1.
<br />4.1.2 Requirements for Static Steel Strength in Tension: The nominal static steel strength, Nsa, of a single
<br />anchor in tension must be calculated in accordance with ACI 318-19 17.6.1.2. The resulting N5a values are
<br />provided in Table 4 and Table 5 of this report. Strength reduction factors (3 corresponding to ductile steel
<br />elements may be used.
<br />4.1.3 Requirements for Static Concrete Breakout Strength in Tension: The nominal concrete breakout
<br />strength of a single anchor or group of anchors in tension, N_5 or N45g, respectively, must be calculated in
<br />accordance with ACI 318-19 17.6.2 with modifications as described in this section. The basic concrete breakout
<br />strength in tension, N5, must be calculated in accordance with ACI 318-19 17.6.2.2 using the values of ho and
<br />kc, as given in Table 4 and Table 5. The nominal concrete breakout strength in tension in regions where
<br />analysis indicates no cracking in accordance with ACI 318-19 17.6.2.5.1 must be calculated with k,,,c, as given
<br />in Table 4 and Table 5 and with LP ,r4 = 1.0.
<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 is not required.
<br />4.1.4 Requirements for Static Pullout Strength in Tension: The nominal pullout strength of a single
<br />anchor in accordance with ACI 318-19 17.6.3.1 and 17.6.3.2.1 in cracked and uncracked concrete. Np,,,and
<br />ncr, N,,urcr and nurcr, respectively, are given in Table 4 and Table 5. For all design cases qJ�.P = 1.0. In
<br />accordance with ACI 318-19 17.6.3 the nominal pullout strength in cracked concrete may be calculated in
<br />accordance with the following equation:
<br />Np.f,, = Np,, I� ln`r (lb, psi) (Eq-1)
<br />2,500
<br />r nn
<br />NP.f,, = Np.� ( h 1 (N, MPa)
<br />17.21
<br />In regions where analysis indicates no cracking in accordance with ACI 318-19 17.6.3.3 the nominal pullout
<br />strength in tension may be calculated in accordance with the following equation:
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