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ESR-4266 ! Most Widely Accepted and Trusted Page 3 of 15
<br /> 4.1.8 Requirements for Seismic Design: 4.1.11 Requirements for Critical Edge Distance: In
<br /> 4.1.8.1' General: For load combinations including seismic, applications where c<ce:and supplemental`reinforcement
<br /> the design must be performed in accordance with AC to control: splitting of the concreteisnot present, the
<br /> 318318-14 17.2.3 or ACI 318-11 D.3.3, as applicable. concrete breakout .strength in tension for uncracked
<br /> -14at17. 3t ACI 318AC! 14 1 shall be appliedappl under concrete, calculated in accordance with AC1 318-14 17.4.2
<br /> Section 1905.1.8 of the 2018 and 2015 IBC. For the 2012 or AC1 318-1= D,a.2. as applicable, must be further
<br /> IBC,Section 1905.1.9 shall be omitted, multiplied by the factor :vr assgiven by Eq-3:
<br /> The anchors comply with AC! 318-14 2.3 or AC!318-11 V'e p _ter (Eq-3);
<br /> D.1, as applicable, as ductile steel elements and must be wherebythe factor wyp.,w, need not be taken as less than
<br /> designed in accordance with ACI 318-1417.2.3.4, 17.2.3.5.
<br /> 17.2.3.6' and 17.2.3.7; or AC! 318-11 D.3.3.4, D.3.3.5, e .e..For all other cases; eels= 1.0.in lieu of using ACI
<br /> ce
<br /> D.3.3,6 and D.3.3.7, as applicable. Strength reduction 318-14 17.7.6 or AC1 318-11 D.8,6,as applicable values of
<br /> factors, e,, are given in Table 4,Table 5,Table 6, and Table c{Y must comply with Table 4 or Table 5.
<br /> 7 of this report.The anchors may be installed in structures
<br /> assigned to Seismic Design Categories A through F of the 4.1.12 Lightweight Concrete: For the use of anchors in
<br /> IBC. lightweight concrete,the modification factor Aa equal to 0.8A
<br /> 4.1.8.2 Seismic Tension:The nominal steel strength and is applied to all values of i 7' affecting At,and V.
<br /> nominal concrete breakout strength for anchors in tension
<br /> must be calculated in accordance with.AC! 318-14 17.4.1 For AC1 318-14 (2018 and 2015 IBC) and AC1 318-11
<br /> and 17.4.2 or ACI 318-11 D.5.1 and D.52,as applicable,as (2012 IBC), A shall be determined in accordance with the
<br /> described in Sections 4.1.2 and 4.1.3 of this report. in corresponding version of ACI 318_
<br /> accordance with ACI 318-14 17.4.3.2 or ACC
<br /> 318-11 D.5.3.2, as applicable, the appropriate pullout For anchors installed in the the soffit of sand-lightweight
<br /> strength in tension for seismic loads, Np,ea; described in concrete-filled steel deck and floor and roof assemblies,
<br /> Table 4 and Table 5 orY eckc;described in Table 8 MUST reduction of the pullout values provided in this report
<br /> be used in lieu of Np, as applicable. The value of Np ea or is not required.
<br /> Nade..k.cr may be adjusted by calculation for concrete 4.2 Allowable Stress Design(ASO):
<br /> strength in accordance with Eq-1 and Section 4.1.4 whereby
<br /> the value of Ne decker must be substituted for Np.cr and the 4.2.1 General:Design values for use with allowable stress
<br /> value of 3,000 psi (20.7 MPa) must be substituted for the design (working stress design) load combinations
<br /> value of 2,500 psi (17.2 MPa) in the denominator. Ifno calculated`in accordance with Section 1605.3 of the IBC,
<br /> values for Np,eq or Npdeckeq are given in Table 4.Table 5,or must be established as follows:
<br /> Table 8,the static design strength values govern.
<br /> 4.1.8.3 Seismic Shear: The nominal concrete breakout a
<br /> strength and pryout strength in shear must be calculated in
<br /> accordance with AC1 318-14 17.5.2 and 17.5.3 or ACI Vaus:,ae:ASo = W^
<br /> 318-11 D.6.2 and D.6.3, respectively, as applicable, as a
<br /> described in Sections 4.1.6 and 4.1.7 of this report. In
<br /> accordance with AC1 318-14 17.5.1.2 or AC! 318-11
<br /> where:
<br /> D.6.1.2, as applicable, the appropriate value for nominal Tang vab;e.ASD = Allowable tension load(lbf or kN).
<br /> steel strength for seismic loads, Vse,eq described in Table 6 Allowable s, ra, ,l,f or k V).
<br /> and Table 7 or lrsa,decxeq described in Table 8 must be used iJ�:'3.•GsW = " load`k
<br /> in lieu of V,e,as applicable. Ov, = Lowest design strength of an anchor or
<br /> 4.1.9 Requirements for Interaction of Tensile and anchor group in tension as determined
<br /> Shear Forces: For anchors or groups of anchors that are in accordance with AC! 318-14
<br /> subject to the effects of combined tension and shear forces, Chapter 17 and 2018 and 2015 IBC
<br /> the design must be performed in accordance with ACI 318- Section 1905.1.8, ACI 318-11
<br /> 14 17.6 or ACI 318-11 D.7,as applicable. Appendix D. and Section 4.1 of this
<br /> report, as applicable (lbf or el). For
<br /> 4.1.10 Requirements for Minimum Member Thickness, 2012 IBC, Section 1905.1.9 shall be
<br /> Minimum Anchor Spacing and Minimum Edge Distance: omitted.
<br /> In lieu of ACI 318-14 17.7.1 and 17.7.3 or ACI 318-11 D.8.1
<br /> and D.8.3,respectively,as applicable,values of see and emp, Olin = Lowest design strength of an anchor or
<br /> as given in Table 3 of this report must be used.In lieu of AC! anchor group in shear as determined
<br /> 318-14 17.7.5 or ACI 318-11 D.8.5,as applicable,minimum in accordance with ACI 318-14
<br /> member thicknesses haw,as given in Tables 3 and 4 of this Chapter 17 and 2018 and 2015 IBC
<br /> report must be used. Additional combinations for minimum Section 1905.1,8, AC1 318-11
<br /> edge distance, cm;,, and spacing, see, may be derived by Appendix D. and Section 4.1 of this
<br /> linear interpolation between the given boundary values as report, as applicable bf or N). For
<br /> described in 2012 IBC; Section 1905.1.9 shall be
<br /> Figure 4. omitted,
<br /> For carbon steel KB-TZ2 anchors installed in the soffit of a = Conversion factor calculated as a
<br /> sand-lightweight or normal-weight concrete over profile weighted average of the load factors
<br /> steel deck floor and roof assemblies, the anchors must be for the controlling load combination.In
<br /> installed in accordance with.Figure 5A,Figure 5B and Figure addition, e must include all applicable
<br /> 5C and shall have an axial spacing along the flute equal to factors to account for nonducilefailure
<br /> the greater of 3he or 1.5 times the flute width. modes and required over-strength.
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