Shear resistance of bridge decks without shear reinforcement

Rombach, Günter; Latte, S

doi:10.1201/9781439828410.ch86

Cited by 27 publications

(32 citation statements)

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“…As regards the cracking pattern of tests V1 (Figure 12), on the top surface of each slab, cracks developed almost parallel to the support while for bottom surface, Figure 11: Test setup and load arrangement of the cantilever tests [12] cracking was mostly concentrated close to the loading area, perpendicularly to the linear support.…”

Section: Discussion Of the Experimental Results 421mentioning

confidence: 99%

“…(1) (refer to Figure 6). The details of these two experimental campaigns can be found in publications by Natario et al [6] and Rombach et al [12]. The experimental setup and test results will be pointed out in the following section in order to compare them, firstly, to analytical formulations and, consequently, to assessments by means of NLFE analyses with PARC_CL Crack Model [8].…”

Section: Multi -Layered Shell Elements Modellingmentioning

confidence: 99%

“…Figure 11 describes the test setup and load arrangement. For the main mechanical properties of the materials, refer to [12].…”

Section: Test Setup 421mentioning

confidence: 99%

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Shear strength evaluation of RC bridge deck slabs according to CSCT with multi – layered shell elements and PARC-CL Crack Model

et al. 2015

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Type of publication:Peer reviewed conference paper AbstractThe shear resistance of RC slabs without shear reinforcement subjected to concentrated loads near linear support is usually calibrated on the base of tests on one -way slabs with rectangular cross section. However, the actual behavior of slabs subjected to concentrated loads is described properly by a two-way slab response. The aim of this paper consists in the evaluation of the shear resistance of bridge deck slabs using analytical formulations and Nonlinear Finite Element Analyses (NLFEA). The obtained numerical results are consequently compared with experimental observations from two test campaigns. The case studies were analysed by NLFE analyses carried out using the constitutive Crack Model PARC_CL (Physical Approach for Reinforced Concrete under Cycling Loading) implemented in the user subroutine UMAT.for in Abaqus Code. In order to predict properly global and local failure modes through a NLFE model, a multi -layered shell modelling has been used. As shell element modelling is not able to detect out -of -plane shear failures, the ultimate shear resistance of these slabs is evaluated by means of a post -processing method according to the Critical Shear Crack Theory (CSCT).

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Section: Discussion Of the Experimental Results 421mentioning

confidence: 99%

Section: Multi -Layered Shell Elements Modellingmentioning

confidence: 99%

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Shear strength evaluation of RC bridge deck slabs according to CSCT with multi – layered shell elements and PARC-CL Crack Model

et al. 2015

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“…This is justified as beams do not exhibit a two-way action and consequently cannot redistribute their internal forces due to bending and shear cracking [4]. Moreover, the ratio between the maximum acting moment m max and the maximum acting shear force v max in cantilever slabs at the support is lower than for cantilever beams with the same shear span [2].…”

Section: Introductionmentioning

confidence: 99%

“…1), which may cause shear, punching shear or flexural failures. Amongst these potential failure modes, shear is the most common governing failure mode under quasi-static application of concentrated loads [1][2][3][4]. The concentrated loads resulting from heavy vehicles have a repetitive nature and may cause potential stiffness and strength reductions due to fatigue effects [5].…”

Section: Introductionmentioning

confidence: 99%

Experimental investigation on fatigue of concrete cantilever bridge deck slabs subjected to concentrated loads

Natário¹,

Ruiz²,

Muttoni³

2015

Engineering Structures

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Querkrafttragfähigkeit von Fahrbahnplatten ohne Querkraftbewehrung

Rombach¹,

Latte²

2009

Beton und Stahlbetonbau

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Shear Resistance of Bridge Decks without Transverse ReinforcementThe design of concrete bridge deck slabs is of major concern since the introduction of the Eurocodes as the calculated shear capacity of slabs without stirrups and staggered reinforcement according to the new design standards is often considerably smaller compared to the former regulations i.e. DIN 1045:88. This raises the question whether the existing structures are still save.A series of 12 tests on 4 different specimens representing a bridge deck was performed to examine the real load bearing behaviour of a slab with and without shear reinforcement under a wheel (point) load. The evaluation of the test results revealed, that the current design formula with an assumed elastic shear force distribution leads to rather conservative values of shear capacity for bridge deck slabs. Various approaches for shear design are discussed and the accuracy is checked by means of a shear database and the test results. A new model to calculate the shear capacity is proposed which shows a better agreement with test data than the known approaches.

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Shear resistance of bridge decks without shear reinforcement

Cited by 27 publications

References 0 publications

Shear strength evaluation of RC bridge deck slabs according to CSCT with multi – layered shell elements and PARC-CL Crack Model

Shear strength evaluation of RC bridge deck slabs according to CSCT with multi – layered shell elements and PARC-CL Crack Model

Experimental investigation on fatigue of concrete cantilever bridge deck slabs subjected to concentrated loads

Querkrafttragfähigkeit von Fahrbahnplatten ohne Querkraftbewehrung

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