|
ESR-4266 ! Most,Widely Accepted and Trusted Page 2 of 15
<br /> strength design of anchors must comply with ACI 318-14 Where values for Neer or NN,,; r are not provided in Table
<br /> 17,3.1 or ACI 318-11 D.4.1, as applicable, except as 4 or Table 5, the pullout strength in tension need not be
<br /> required in AC! 318-14 17.2.3 or AC! 318-11 D.3.3, as evaluated.
<br /> applicable. The nominal pullout strength in cracked concrete of
<br /> Strength reduction factors, ¢, as given in ACI 318-14 the carbon steel KB-TZ2 installed in the soffit of
<br /> 17.3.3 or AC! 318-11 D.4.3, as applicable, and noted in sated. -ligh weight or normal-weight concrete on steel deck
<br /> Table 4, Table 5,Table 6, and Table 7 of this report,must floor and roof assemblies,as shown in Figure 5A,Figure 5B
<br /> be used for load combinations calculated in accordance with and Figure 5C, is given in Table 8.In accordance with AC!
<br /> Section 1605.2 of the IBC and Section 5.3 of AC!318-14 or 318-14 17.4.3.2 or AC1 318-11 D.5.3.2. as applicable, the
<br /> Section 9.2 of AC!318-11,as applicable.Strength reduction nominal pullout strength in cracked concrete must be
<br /> factors, , as given in ACi 318-11 D.4.4 must be used for calculated in accordance with Eq-1, whereby the value of
<br /> load combinations calculated in accordance with AC! 318- sdeckcr must be substituted for NAcr and the value of
<br /> 11 Appendix C.The value of re used in the calculations must' 3,00Q psi (29.7 MPa) must be substituted for the value of
<br /> be limited to a maximum of 8.000 psi (55 2 MPa), in 2,500 psi(17.2 MPa)in the denominator. In regions where
<br /> accordance with ACI 318-14 17.2.7 or AC!318-11 D,3.7,as analysis indicates no cracking in accordance with A:C!
<br /> applicable. 318-14 17.4.3.6 or AC! 318-11 D.5.3.6. as applicable, the
<br /> nominal strength in uncracked concrete roust be calculated
<br /> 4,1,2 Requirements for Static Steel Strength In according to Eq-2, whereby the value of!V{,7aeckurfr must be
<br /> Tension:The nominal static steel strength, Me. of a single substituted for Meurer and the value of 3,000 psi(20.7 MPa)
<br /> anchor in tension must be calculated in accordance with AC1 must be substituted for the value of 2,500 psi(17.2 MVMPa)in
<br /> 318-14 17.4.1.2 or ACI 318-11 D.5.1.2, as applicable. The the denominator,The use of stainless steel KB-TZ2 anchors
<br /> resulting Nse values are provided in Table 4 and Table 5 of installed in the soffit of concrete on steel deck assemblies is
<br /> this report. Strength reduction factors 0 corresponding to beyond the scope of this report.
<br /> ductile steel elements may be used. 4.15 Requirements for Static Steel Strength in Shear:
<br /> 4.1.3 Requirements for Static Concrete Breakout The nominal steel strength in shear. Ve of a single anchor
<br /> Strength in Tension: The nominal concrete breakoutin accordance with.AC! 318-14 17.5.1.2 or AC! 318-11
<br /> strength of a single anchor or group of anchors in tension, 0,61.2.as applicable,is given in Table 6 and Table 7 of this
<br /> Ncc,or Nc*, respectively, must be calculated in accordance report and must be used in lieu of the values derived by
<br /> with AC1 318-14 17.4.2 or ACI 318-11 0.5,2, as applicable, calculation' from AC! 318-14 Eq. 17.5.1.2b or AC!
<br /> with modifications as described in this section. The basic 318-11 Eq. D-29,as applicable.The shear strength Vsa deck
<br /> concrete breakout strength in tension, Nb. must be of the carbon-steel KB-TZ2 as governed by steel failure of
<br /> calculated in accordance with AC! 318-14 17.4.2.2 or ACI the KB-TZ2 installed in the soffit of sand-lightweight or
<br /> 318-11 D.5.2.2,as applicable.using the values of her and ler normal-weight concrete on steel deck floor and roof
<br /> as given in Table 4 and Table 5. The nominal concrete assemblies, as shown in Figure 5A. Figure 5B and Figure
<br /> breakout strength in tension in regions where analysis 5C.is given in Table 8.
<br /> indicates no cracking in accordance with ACI 318-14 4.1.6 Requirements for Static Concrete Breakout
<br /> 17.4.2.6 or AC! 318-11 D.5.2.6, as applicable, must be Strength in Shear:The nominal concrete breakout strength
<br /> calculated with ker.,as given in Table 4 and Table 5 and with of a single anchor or group of anchors in shear, Use or V .
<br /> (Pc;y= 1.0. respectively, must be calculated in accordance with ACI
<br /> For carbon steel KB-TZ2 anchors installed in the soffit of 318-14 17.52 or AC1 318 11 D.6.2. as applicable, with
<br /> sand-lightweight or normal-weight concrete on steel deck modifications as described in this section. The basic
<br /> floor and roof assemblies,as shown in Figure 5A,Figure 58 concrete breakout strength. IA. must be calculated in
<br /> and Figure 5C,calculation of the concrete breakout strength' accordance wit,ACI 3,c^-14 17.5.2.2 or ACI 318-11 0.a.2.2,
<br /> is not required. as applicable, based on the values provided in Table 6 and
<br /> Table 7.The value of e used in ACI 318-14 Eq. 17.5.2.2a or
<br /> 4.1.4 Requirements for Static Pullout Strength in AC1 318-11 Eq. D-33 must be taken as no greater than the
<br /> Tension:The nominal pullout strength of a single anchor in lesser of tier or 8dd.Anchors installed in light-weight concrete
<br /> accordance with ACI 318-14 17.4,3.1 and 17.4.3.2 or AC1 must use the reduction factors provided in AC! 318-14
<br /> 318-11 D.5.3.1 and D.5.3.2, respectively, as applicable, in 17.2.E or AC1318-11 D.3.6.as applicable.
<br /> cracked and uncracked concrete, JUp,cr and ncr; Np,t;risr and For carbon steel KB-TZ2 anchors installed in the soffit of
<br /> near, respectively,are given in Table 4 and Table 5. For all sand-lightweight or normal-weight concrete on steel deck
<br /> design cases ltece,- 1.0. In accordance with AC! 318-14 floor and roof assemblies,as shown in Figure 5A.Figure 56
<br /> 17.4.3 or AC! 318-11 D.5.3. as applicable, the nominal and Figure SC,calculation of the concrete breakout strength
<br /> pullout strength in cracked concrete may be calculated in in shear is not required.,
<br /> accordance with the following equation: 4_1.7 Requirements for Static Concrete Pryout
<br /> j "' (Ib,psi) (Eq-1) Strength in Shear:The nominal concrete pryout strength
<br /> r'f` Nu., 2,e00 of,a single anchor or group of anchors, Vcp or Vcpg,
<br /> f t 1iie. respectively._must be calculated in accordance with ACI
<br /> e$s�.1,.' 'nxr 17.2 (N,MPa) 318-14 17.5.3 or ACI 318-11 D.6.3,as applicable. modified
<br /> In regions where analysis indicates no cracking in by using the value of kyp provided in Table 6 and Table 7 of
<br /> accordance with ACi 318-1417.4.3.6 or ACi 318-11 D 5.3.6, this report and the value of JVt or NWT as calculated in
<br /> as applicable, the nominal pullout strength in tension may Section 4.1.3 of this repor}.
<br /> be calculated in accordance with the following equation: For carbon steel KB-T22 anchors installed in the soffit of
<br /> ( , }�,,, sand-lightweight or normal-weight concrete over profile
<br /> vn,f� `n�.u�:�r l2,soo1 (lb.psi) (Eq-2) steel deck floor and roof assemblies,as shown in Figure 5A,
<br /> ( u=.r>. Figure BB, and Figure 50, calculation of the concrete pry-
<br /> "!=1tp,unt 1.i z)n (N,MPa) cut strength in accordance with AC1 318-14 17.5.3 or ACI
<br /> 318-11 D.6.3 is not required.
<br />
|