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ESR-4266
<br />in Figure 1. The stud is manufactured from carbon steel or AISI Type 304 or Type 316 stair I I
<br />Carbon steel KB-TZ2 anchors have a minimum 5 pm (0.0002 inch) zinc -nickel plating. The c
<br />for the carbon steel KB-TZ2 anchors are fabricated from carbon steel or stainless s c
<br />elements for the stainless steel KB-TZ2 anchors are fabricated frorn stainless steel. The
<br />steel conforms to ASTM A563-04, Grade A, and the hex nut for stainless steel conforms i c
<br />CITY OF SANTA ANA
<br />Planning and Building Agency
<br />Approved
<br />'FOR PERMIT ISSUANCE
<br />Klan , ,,,.I ,1, 11;
<br />1I,,: expaLls��, tr
<br />lak nutt6rVAr6on
<br />Itsi` Itp'�:
<br />The anchor body is comprised of a high -strength rod threaded at one end and a tapered r>' MM�l �,t ihGe otlu:r
<br />end. The tapered mandrel is enclosed by a three -section expansion element. The ex oansion etemen
<br />movement is restrained by the mandrel taper and by a collar. The anchor is installed in a predrilted 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 rninimum 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 f; 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 Me values are
<br />provided in Table 4 and Table 5 of this report. Strength reduction factors 0 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, NO or Ncbg, respectively, must be calculated in
<br />accordance with ACI 318-1917.6.2 with modifications as described in this section. The basic concrete breakout
<br />strength in tension, Nb, must be calculated in accordance with ACI 318-19 17.6.2.2 using the values of her and
<br />kcr 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,,,,cr as given
<br />in Table 4 and Table 5 and with q)c.N = 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 St.ilic flullout Streirytli in Tension: The nominal pullout strength of a sin tlr'
<br />anchor it: ;i; ic:ncra with ACi .:I:. 1!) '17.tt ('.3.; 1 i;: I.c :! and uncr.ic.kc,:r concrete, /V;,. ,; od
<br />tip,, N,,,,,r,,., a:rri n,,.,,r, respectively, are givci, �r- Table 4 and Table 5. f or all design cases tP'-y = 1.0. hr
<br />accawdar:c:e with ACI 318 19 '17.6.3 the norniiral julllout sirer:gth i:r cracked concrete may be a.1lculaled in
<br />accordance with the following equation:
<br />c,
<br />Np.tc' = Ny,c,.
<br />soo (lb,psi) (Eq 1)
<br />z,
<br />f` Cl*(N, MPa)
<br />Nv.f� — Nr,,c,. iz.z)
<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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