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<br />breakoul strength in lension for uncracked concrele,
<br />calculated acaxding to ACI 310 Section D.5.2, must be
<br />further multiplied by lhe (ador Wy,,, as given by the following
<br />equation:
<br />w�.N � I�J
<br />whereby lhe (aclor W�„ need not bo taken as less
<br />Ihan ��sh" . For all other cases, Wp,H = 7 A. Values for Ihe
<br />ck
<br />critical edge distance c,� must be taken fmm Table 3 or Table
<br />4.
<br />4.1.5 Requirements (or Static Pullout Strongth in
<br />Tension: The pullout sirength of Ihe anchor in cracked and
<br />uncracked concrete, where applicable, is given in Tablos 3
<br />and 4. In accordance with ACI 318 Sedion D.5.3.2, the
<br />nominal pulloul slrenglh in aacked concrete must be
<br />calculated according to Ihe following equalion:
<br />N,Tr� - No s 2.500 Ob. Psi) (2)
<br />N'"r` - N°' 17.2 (N. h1Pa)
<br />In regions where analysis indicates no cracking in
<br />accorda�ce vnlh ACI 318 SecUon D.5.3.6, ihe nominal pulbut
<br />sVength in tension must be qlalaled according lo the
<br />totlowing equation:
<br />Nr.�n = N�.�.� 2.500 (Ib� PS�) i3)
<br />N.rr� - Ne.w f 17.2 �N. MPa)
<br />W here values (or Nyp or N,,,o are nol provided in Table 3
<br />or Table 4, ihe pullout sVength in tension need not be
<br />evalualed.
<br />The pulloul sVength in cracked concrele of Ihe prt�on s�eel
<br />KB-TZ installed in lhe sof�t of sand lighiweight or normal-
<br />weight conaete on steel dedc Iloor and roof assemblies, as
<br />shown in Figure 5, is given in Table 3. In accordance with ACI
<br />318 Section D.5.32, the nominal pullout sUength in craciced
<br />concrete must be calculah�d according to Eq. (2), whereby
<br />the value of Noa,,,v musl be substituled for N,o. The �se of
<br />staiNess steel KB-R andiors installed in the so1Rl of
<br />conaete on stee� deck assemblies is beyond the scope of
<br />Ihis mport. In regions where analysis indicates no cracking in
<br />accordance with ACI 318 Section D.5.3.6, tho nominal pullout
<br />strength in tension may be incmased by W�„ as given in
<br />Table 3. W�, is 1A (or all cases. �dinimum anchor spacing
<br />along ihe flute for ihis condition must be Ihe greater of 3.Oha
<br />or 1'/i limes the flu�e widlh.
<br />4.1,6 RequimmentsforStaticSteelShearCapacityV,:ln
<br />lieu of the rdlue of V, as given in ACI 31 B Section D.6J.2(c),
<br />the values of V, given in TaWes 3 and 4 of this report must be
<br />used. The shear strength V,,,�, as govem�d by steol failure
<br />of ihe KB-TZ installed in the solfit of slrvctural sand
<br />ESR-1917
<br />��nhtweight or nortnal-weight conaete on steel deck Iloor and
<br />root a;semblies, as shown in Fioure 5, is given in Table 3.
<br />4.1.7 Ra-�u� ements for Statle Concmte Breakout
<br />S[rength of Mchor in Shear. Vm or V�,,: Stafic concrete
<br />brealcout strengih shear npacity musl be calculated in
<br />accordance with ACi 318 Sedion D.62 based on the vaWes
<br />provided in Ta6les :� and 4.'fhe value of l, used in ACI 316
<br />Equatlon (0.24) must taken as no greater than h,,.
<br />4.1.8 RoquimmentsforStaticConcretePryoutStrength
<br />of Mchor in Shear, V, or V�: Slatic conoete pryout
<br />strength shear ppaciry must be qlculaled in accordance
<br />with ACI 318 Sedicm D.6.3, modfied by using the value of k�,
<br />provided in TaWes 3 and 4 d Ihis mport and ihe value o� N�,
<br />er N�„ as calculated in Section 4.1.3 of this report. For
<br />anchors installed in tho soffit of struCural sand lightweight or
<br />normal-weight concrete over prof le steel deck Ooor and roof
<br />assemblies, as shown in Figure 5, calculalion of the concrete
<br />pryoul strenglh in accordance vrith ACI 318 Section D.6.3 is
<br />not required.
<br />4.1.9 Requirements for Minimum Membcr Thickness,
<br />Mfnimum Mchor Spacing and Minimum Edge Distance:
<br />In lieu of ACI 318 Section D.8.3, values of cm, and sm„ as
<br />given in Tables 2 and 3 of this mport musl be used. In lieu of
<br />ACI 318 Seclion D.8.5, minimum memoerinicknesses h,,,„, as
<br />c�iven in Tables 3 and 4 of lhis report must be used. Additional
<br />combinalions for minimum edge distance c,,,,, and spacing sm„
<br />may be derived by linear inlerpolation betwean lhe given
<br />boundary rdlues. (See Flgure 4.) The critiql edge distance
<br />at comers must be minimum 4h,,in accordancewith ACI 318
<br />Section D.8.6.
<br />4.1.10 Requirements for Scismic Design: For load
<br />combinations induding eaAhquake, Ihe design must be
<br />performed according to ACI 318 Sedion D.3.3 as modified by
<br />Sedion 190f3.1.16 otthe IBC, as folbws:
<br />CODE ACI318 D.7.3. CODE E�UIVALENT
<br />SEISMIC REGION DESIGNATION
<br />Modcralc or hgh ��^�c Design
<br />IBC and IRC �mie rizk �tc+]ories
<br />C,D.E.andF
<br />UBC Mak�rateahi�h Se'smic2ones
<br />scismic n:k 28, 3, nnd 4
<br />The nominal steel strength and the nominal rnncrete
<br />breakout strength (or anchors in tension, and lhe nomina�
<br />concTete breakout sVength and pryout strength for anchors in
<br />sbear, must be calcvlated aacordiny In AC131B ��'eG'�ons D.5
<br />and D.6, respeciively, talting into axount the corresponding
<br />values given in Tables 3 and 4. The anchors rnmpty vrith ACI
<br />318 D.7 as ductile steel elements and musl be designed in
<br />acmrdance with ACI 318 Section D.3.3.4 or D.3.3.5. The
<br />nominal pullout strength Na,,,e and lhe nominal steel st-ength
<br />for anchors in shear V,,,e must be evaluate�i with lhe values
<br />given in Tables 3 and 4. The values of NA,,, r �osl be adjusted
<br />(or condele strergih as fdbws:
<br />Nn..n.�- Na.a 2,500 �Ib� P�+) �4)
<br />/'
<br />No..ar� = Nam 172 (N� MPa)
<br />If no values for Ny�„ or V,„ are given in Table 3 or Table
<br />4, ihe static design sVengih values govem. (See Sedions
<br />4.1.5 and 4.1.6.)
<br />4.1.11 Structural Sand Lightweight Concrete: When
<br />strudural lightweighl concrete is used, values detertnined in
<br />
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