|
ESR-1917 i Most Widely Accepted and Trusted ,Page 3 of ,3
<br /> For carbon steel KB-TZ anchors installed in the soffit of For carbon steel KB-TZ anchors installed in the soffit of
<br /> sand-lightweight or normal-weight concrete over profile sand-lightweight or normal-weight concrete over profile
<br /> steel deck floor and roof assemblies, as shown in Figures steel deck floor and roof assemblies, the anchors must be
<br /> 5A, 5B, and 5C, calculation of the concrete pry-out installed in accordance with Figure 5A, 5B and 5C and
<br /> strength in accordance with ACI 318 0.6.3 is not required. shall have an axial spacing along the flute equal to the
<br /> 4.1.8 Requirements for Seismic Design: greater of 3haror 1.5 times the flute width.
<br /> 4.1.8.1 General: For load combinations including seismic, 4.1.11 Requirements for Critical Edge Distance: In
<br /> the design must be performed in accordance with ACI 318 applications where c<cap and supplemental reinforcement
<br /> D.3.3. For the 2012 IBC, Section 1905.1.9 shall be omitted, to control splitting of the concrete is not present, the
<br /> Modifications to AC! 318 0.3.3 shall be applied under concrete breakout strength in tension for uncracked
<br /> Section 1908,1.9 of the 2009 IBC, or Section 1908,1.16 of concrete, calculated in accordance with AC1 318 D.5.2,
<br /> the 2006 IBC, The nominal steel strength and the nominal must be further multiplied by the factor (Ppm as given by
<br /> concrete breakout strength for anchors in tension, and the Eq-1
<br /> nominal concrete breakout strength and pryout strength for
<br /> anchors in shear, must be calculated in accordance with "Pcp,N=cac (Eq-3)
<br /> ACI 318 0.5 and D.6, respectively, taking into account the whereby the factor (Pop,N need not be taken as less
<br /> corresponding values given in Tables 3, 4 and 5 of this
<br /> report. The anchors may be installed in Seismic Design than neo For all other cases, = 1.0. In lieu of
<br /> Categories A through F of the IBC, The anchors comply using ACi 318 D.8.6, values of can must comply with
<br /> with ACI 318 D.1 as ductile steel elements and must be Table 3 or Table 4 and values of cac,deck must comply with
<br /> designed in accordance with ACI 318-11 D.3.3,4, 0.3.3.5, Table 6,
<br /> 0..3.3,6 or 0.3.3.7, ACI 318-08 D.3.3.4, D.3.3.5 or 0,3.3.6,
<br /> or ACI'318-05 D.3.3.4 or D.3.3.5, as applicable.. 4.1.12 Sand-lightweight Concrete: For ACI 318-11 and
<br /> 4.1.8.2 Seismic Tension: The nominal steel strength 318-08, when anchors are used in sand-lightweight
<br /> and nominal concrete breakout strength for anchors in concrete, the modification factor Aa or A, respectively, for
<br /> tension must be calculated in accordance with ACi 318 concrete breakout strength must be taken as 0.6 in lieu of
<br /> D,5,1 and Ad 318 D.5.2, as described in Sections 4.1.2
<br /> ACI 318-1.1 D.3.6 (2012 IBC) or ACI 318-08 0.3.4 (2009
<br /> and 4.1.3 of this report. In accordance with ACI 318 IBC). In addition the pullout strength Np,or,Np,unar and Np,eq
<br /> D.5.3,2, the appropriate pullout strength in tension for must be multiplied by 0.6,as applicable.
<br /> seismic loads, Np,aq, described in Table 4 or Np,deolccr For ACI 318-05, the values Nb, Np,cr,Np,uncr, Np,eq and Vb
<br /> described in Table 5 must be used in lieu of .Np, as determined in accordance with this report must be
<br /> applicable. The value of Np,eq or Np,deck,cr may be adjusted multiplied by 0.6, in lieu of ACI 318 D.3.4.
<br /> by calculation for concrete strength in accordance with For carbon steel KB-TZ anchors installed in the soffit of
<br /> Eq-1 and Section 4.1.4 whereby the value of Np,deckcr must sand-lightweight concrete-filled steel deck and floor and
<br /> be substituted for Np,cr and the value of 3,000 psi roof assemblies, this reduction is not required. Values are
<br /> (20..7 MPa.) must be substituted for the value of 2,500 psi q
<br /> presented in Table 5 and installation
<br /> (17.2 MPa) in the denominator. If no values for Np,eq are details are show in
<br /> given in Table 3 or Table 4, the static design strength Figures 5A, 5B and 5C.
<br /> values govern, 4.2 Allowable Stress Design(ASD):
<br /> 4.1.8.3 Seismic Shear: The nominal concrete breakout 4.2.1 General: Design values for use with allowable
<br /> strength.and pryout strength in shear must be calculated in stress design (working stress design) load combinations
<br /> accordance with ACI 318 D.6.2.and.D.6.3, as described in calculated in accordance with Section 1605.3 of the IBC,
<br /> Sections 4.1.6 and.4.1.7 of this report. In accordance with must be established as follows:
<br /> ACI 318 D.6.1.2, the appropriate value for nominal steel
<br /> strength for seismic loads, Vsa,eq described in Table 3 and Tellowable,ASD
<br /> Table 4 or Vsa,deok described in Table 5 must be used in lieu a
<br /> of V,3, as applicable.
<br /> 4.1.9 Requirements for Interaction of Tensile and Vallowab/e,ASD OVn
<br /> Shear Forces: For anchors or groups of anchors that are a
<br /> subject to the effects of combined tension and shear where:
<br /> forces, the design must be performed in accordance with
<br /> ACI 318 D.7. Tallowable,ASD — Allowable tension load(lbf or kN).
<br /> 4.1.10 Requirements for Minimum Member Thickness, Va/lowable,ASD = Allowable shear load(lbf or kN).
<br /> Minimum Anchor Spacing and Minimum Edge
<br /> Distance: In lieu of ACI 318 D.8.1 and 0.8.3,values of smin ONn = Lowest design strength of an anchor
<br /> and cm/n as given in Tables 3 and 4 of this report must be or anchor group in tension as
<br /> used. In lieu of ACI 318 D.8.5, minimum member determined in accordance with ACI
<br /> thicknesses hint as given in Tables 3 and 4 of this report 318 D.4.1, and 2009 IBC Section
<br /> must be used. Additional combinations for minimum edge 1908.1.9 or 2006 IBC Section
<br /> distance, cm/n, and spacing, Sm/n, may be derived by linear 1908.1.16., as applicable(lbf or N).
<br /> interpolation between the given boundary values as OVn = Lowest design strength of an anchor
<br /> described in Figure 4. or anchor group in shear as
<br /> For carbon steel KB-TZ anchors installed on the top of determined in accordance with ACI
<br /> normal-weight or sand-lightweight concrete over profile 318 D.4.1, and 2009 IBC Section
<br /> steel deck floor and roof assemblies, the anchor must be 1908.1.9 or 2006 IBC Section
<br /> installed in accordance with Table 6 and Figure 5D. 1908.1.16, as applicable(lbf or N).
<br />
|