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ESR-3699 Page 4 of 18
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<br />4.1.5 Requirements for Static Steel Strength in Shear, Vsa: The nominal steel strength in shear, Vsa, of a
<br />single anchor in accordance with ACI 318-19 17.7.1.2, ACI 318-14 17.5.1.2 or ACI 318-11 D.6.1.2, as
<br />applicable, is given in Table 3 of this report and must be used in lieu of the values derived by calculation from
<br />ACI 318-19 Eq. 17.7.1.2b, ACI 318-14 Eq. 17.5.1.2b or ACI 318-11, Eq. D-29, as applicable. Strength reduction
<br />factors, , corresponding to brittle steel elements as defined in ACI 318 (-19 or -14) 2.3 or ACI 318-11 D.1, as
<br />applicable, and provided in Table 3, must be used.
<br />The nominal shear strength Vsa,deck, of anchors installed in the soffit of sand-lightweight of normalweight
<br />concrete filled steel deck floor and roof assemblies, as shown in Figure 6, is given in Table 5.
<br />4.1.6 Requirements for Static Concrete Breakout Strength of Anchor in Shear, Vcb or Vcbg: The nominal
<br />static concrete breakout strength of a single anchor or group of anchors in shear, Vcb or Vcbg, must be calculated
<br />in accordance with ACI 318-19 17.7.2, ACI 318-14 17.5.2 or ACI 318-11 D.6.2, as applicable, with
<br />modifications as described in this section. The basic concrete breakout strength of a single anchor in shear,
<br />Vb, must be calculated in accordance with ACI 318-19 17.7.2.2.1, ACI 318-14 17.5.2.2 or ACI 318-11 D.6.2.2,
<br />as applicable, based on the values provided in Table 3. The value of le used in ACI 318-19 Eq. 17.7.2.2.1a,
<br />ACI 318-14 Eq. 17.5.2.2a or ACI 318-11 Eq. D-33, as applicable, must be taken as no greater than the lesser
<br />of hef or 8da.
<br />For 1/2-inch-diameter (12.7 mm) Tapcon+ Screw Anchors installed in the soffit of sand-lightweight or
<br />normalweight concrete on steel deck floor and roof assemblies, as shown in Figure 6, calculation of the concrete
<br />breakout strength in shear is not required.
<br />4.1.7 Requirements for Static Concrete Pryout Strength in Shear, Vcp or Vcpg: The nominal static
<br />concrete pryout strength of a single anchor or group of anchors in shear, Vcp or Vcpg, must be calculated in
<br />accordance with ACI 318-19 17.7.3, ACI 318-14 17.5.3 or ACI 318-11 D.6.3, as applicable, using the value of
<br />kcp described in Table 3, and the values of Ncb or Ncbg as calculated in Section 4.1.3 of this report.
<br />For 1/2 inch (12.7 mm) diameter Tapcon+ Screw Anchors installed in the soffit of sand-lightweight or normalweight
<br />concrete on steel deck floor and roof assemblies, as shown in Figure 6, calculation of the concrete pryout strength
<br />in shear 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 according to ACI
<br />318-19 17.10, ACI 318-14 17.2.3 or ACI 318-11 D.3.3, as applicable. Modifications to ACI 318-19 17.10 or ACI
<br />318-14 17.2.3 shall be applied under Section 1905.1.8 of the 2021, 2018 and 2015 IBC, as applicable. For the
<br />2012 IBC, Section 1905.1.9 must be omitted.
<br />The anchors comply with ACI 318 (-19 and -14) 2.3 or ACI 318-11 D.1, as applicable, as brittle steel elements
<br />and must be designed in accordance with ACI 318-19 17.10.5, 17.10.6, 17.10.7 or
<br />17.10.4; ACI 318-14 17.2.3.4, 17.2.3.5, 17.2.3.6 or 17.2.3.7 or ACI 318-11 D.3.3.4, D.3.3.5, D.3.3.6 or D.3.3.7,
<br />as applicable.
<br />The 1/4-inch-, 3/8-inch-, and 1/2-inch-diameter (6.4 mm, 9.5 mm, and 12.7 mm) Tapcon+ Screw Anchors may
<br />be installed in regions designated as IBC Seismic Design Categories A through F.
<br />The 1/4-inch (6.4 mm) SAMMYS vertical threaded rod anchors (CCST 516) are limited to seismic tension
<br />loads only, and seismic shear loads are beyond the scope of this report. The 1/4-inch (6.4 mm) SAMMYS
<br />horizontal threaded rod anchors (SW-CCST 516) are limited to static shear loads only, and seismic tension or
<br />shear loads are beyond the scope of this report The SAMMYS vertical threaded rod anchors (CCST 516) may
<br />be installed in regions designated as IBC Seismic Design Categories A through F.
<br />4.1.8.2 Seismic Tension: The nominal steel strength and nominal concrete breakout strength for anchors
<br />in tension must be calculated according to ACI 318-19 17.6.1 and 17.6.2, ACI 318-14 17.4.1 and 17.4.2 or ACI
<br />318-11 D.5.1 and D.5.2, respectively, as applicable, as described in Sections 4.1.2 and 4.1.3 of this report. In
<br />accordance with ACI 318-19 17.6.3.2.1, ACI 318-14 17.4.3.2 or ACI 318-11 D.5.3.2, as applicable, the value
<br />for nominal pullout strength in tension for seismic loads, Np,eq or Np,deck,cr, given in Table 2 and Table 5 of this
<br />report, must be used in lieu of Np. The values of Np,eq or Np,deck,cr must be adjusted for the concrete strength in
<br />accordance with Eq-2 and Section 4.1.4 whereby the value of Np,deck,cr must be substituted for Np,cr 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,eq are given in Table 2 or Table 5, the static design strength values govern.
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