000181775 001__ 181775
000181775 005__ 20190316235507.0
000181775 02470 $$2ISI$$a000308783700001
000181775 037__ $$aARTICLE
000181775 245__ $$aEffect of load distribution and variable depth on shear resistance of slender beams without stirrups
000181775 269__ $$a2012
000181775 260__ $$bACI Structural Journal$$c2012$$aUSA
000181775 300__ $$a9
000181775 336__ $$aJournal Articles
000181775 520__ $$aThe shear resistance of elements without stirrups has mainly been investigated by test setups involving simply supported beams of constant thickness subjected to one- or two-point loading, and most of the formulas included in codes have been adjusted using this experimental background. It is a fact, however, that most design situations involve constant or triangular distributed loading (such as retaining walls or footings) on tapered members. Furthermore, there seems to be few shear tests involving cantilever structures subjected to distributed loading. These structures, which are common in everyday practice, fail in shear near the clamped end, where the shear forces and bending moments are maximum (contrary to simply supported beams of tests, where shear failures under distributed loading develop near the support region for large shear forces but limited bending moments). In this paper, a specific testing program undertaken at the Poly- technic University of Madrid (UPM), Madrid, Spain, in close collab- oration with Ecole Polytechnique Fédérale de Lausanne (EPFL), Lausanne, Switzerland, is presented. It was aimed at investigating the influence of load distribution and tapered beam geometrics on the shear strength. The experimental program consists of eight slender beams without stirrups. Four specimens had a constant depth, whereas the others had variable depths (maximum depth of 600 mm [23.6 in.]). Each specimen was tested twice: one side was tested first under point loading, and then (after repairing) the other side was tested under either uniform loading or triangular loading. The setup allowed direct comparisons between point and distributed loading. The experimental results showed a significant influence of the type of loading and of tapered geometries on the shear strength. On the basis of these results, and using the funda- mentals of the critical shear crack theory, a consistent physical explanation of the observed failure modes and differences in shear strength is provided. Also, comparisons to current design provisions (ACI 318-08 and EC2) are discussed.
000181775 6531_ $$aaction
000181775 6531_ $$abéton armé
000181775 6531_ $$aeffort tranchant
000181775 6531_ $$afissuration
000181775 6531_ $$afissuration
000181775 6531_ $$arésistance à l'effort tranchant
000181775 6531_ $$athéorie de la fissure critique
000181775 6531_ $$aaction
000181775 6531_ $$areinforced concrete
000181775 6531_ $$ashear force
000181775 6531_ $$acrack growth
000181775 6531_ $$acrack growth
000181775 6531_ $$ashear strength
000181775 6531_ $$acritical crack theory
000181775 700__ $$aPérez Caldentey, Alejandro
000181775 700__ $$aPadilla, P.
000181775 700__ $$0240411$$g133346$$aMuttoni, Aurelio
000181775 700__ $$aFernández Ruiz, Miguel$$g166236$$0240571
000181775 773__ $$j109$$tACI Structural Journal$$q595-603
000181775 8564_ $$uhttps://infoscience.epfl.ch/record/181775/files/file-181775.pdf$$zn/a$$s964584$$yn/a
000181775 909C0 $$xU10235$$0252126$$pIBETON
000181775 909CO $$ooai:infoscience.tind.io:181775$$qGLOBAL_SET$$particle$$pENAC
000181775 937__ $$aEPFL-ARTICLE-181775
000181775 970__ $$aPerez12/IBETON
000181775 973__ $$rREVIEWED$$sPUBLISHED$$aEPFL
000181775 980__ $$aARTICLE