Non-Linear Mechanics of Reinforced Concrete

Maekawa, K; Okamura, Hirokazu; Pimanmas, Amorn

doi:10.1201/9781482288087

Cited by 425 publications

(227 citation statements)

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“…After the crack opening, the model of the reinforcing bar in the joint element is based on the path-dependent mechanical model for a deformed reinforcing bar at the reinforced concrete interface [43]. The influence of the redistribution of loads along the bar is not directly considered in the finite element as it was taken into account in the bondslip models, but it is ensured through the local slip and deformation of the bar in the crack according to the experimental curve [44,45].…”

Section: Steel Materials Model In Joint Elementmentioning

confidence: 99%

“…where e max and s max refer to the steel strain and nondimensional slip immediately after the change from loading to unloading, b is the factor obtained from the experiments, which approximately equals 1.0. By substituting the equation (10) in (9), the strain in the reinforcing bar at the crack can be obtained from the known non-dimensional slip s. The calculation of the shear force carried by the bar is based on the experimental curves which describe the curvature of the reinforcing bar in the vicinity of crack faces as a function of deflection of the reinforcing bar at the interface t s , Figure 3 [45]. The shear force is given by:…”

Section: Steel Materials Model In Joint Elementmentioning

confidence: 99%

“…where E s is the Young's modulus of the bar, I s is the moment of inertia of the bar and L c is the length of the curvature-influencing zone [46]. The influence of the adjacent cracks is approximately taken into account through the reduction factor a which depends on the crack distance l cr [45]. Steel slip s cr , which considers the influence of the adjacent cracks, is expressed as:…”

Section: Steel Materials Model In Joint Elementmentioning

confidence: 99%

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Numerical simulation of reinforced concrete structures under impact loading

Živaljić

Nikolić

Smoljanović

et al. 2019

Materialwissenschaft Werkst

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This study presents the performance of a combined finite‐discrete element method for prediction of the structural response of reinforced concrete beams under impact loading. A combination of finite and discrete element methods enables the modelling of the concrete and the reinforcement before the concrete cracking, as well as a discontinuous nature of the concrete caused by fracture and fragmentation under high impact loading. Discretization of the concrete with triangular finite elements is coupled with one‐dimensional reinforcing bars embedded inside the concrete finite elements. The cracking in the concrete activates the joint elements used to simulate the non‐linear behavior of both concrete and reinforcement. Numerical analysis based on experimental test data has been carried out to simulate the main features of the reinforced concrete beams impacted by free‐falling drop‐weights. A high level of accuracy was demonstrated in various comparisons between the experimental tests and the analysis results, including peak displacement, crack pattern, damage level and failure modes of reinforced concrete beams.

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Section: Steel Materials Model In Joint Elementmentioning

confidence: 99%

Section: Steel Materials Model In Joint Elementmentioning

confidence: 99%

Section: Steel Materials Model In Joint Elementmentioning

confidence: 99%

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Numerical simulation of reinforced concrete structures under impact loading

Živaljić

Nikolić

Smoljanović

et al. 2019

Materialwissenschaft Werkst

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“…Second, the plane-remaining plane assumption is made here as well, and the strain ε cj (t) at a given fiber j is estimated from the curvature measured with the strain gauges of the extreme steel rebars. The corresponding stress σ cr (t) is approximated from ε cj (t) using a Maekawa material model 28 with nonlinear and independent loading and reloading paths, simplified with no tensile strength. Finally, the energy W C,k is given by C100 38 18 0 61 28 0 C200 103 75 37 163 118 59 C300 206 174 142 326 276 225 C350 312 276 242 493 436 382 C400 422 383 346 668 605 547 C450 538 495 457 851 783 722 C500 659 614 573 1042 970 906 C550 784 736 693 1239 1163 1096 C600 926 876 832 1465 1385 1315…”

Section: Damage Evaluation At Local Level In the Waffle-slab Structurementioning

confidence: 99%

Seismic performance and damage evaluation of a waffle‐flat plate structure with hysteretic dampers through shake‐table tests

Benavent‐Climent

Donaire-Ávila

Oliver-Saiz

2018

Earthq Engng Struct Dyn

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Summary Reinforced concrete waffle‐flat plate (WFP) structures present 2 important drawbacks for use as a main seismic resisting system: low lateral stiffness and limited ductility. Yet the former can serve a positive purpose when, in parallel, the flexible WFP structure is combined with a stiff system lending high‐energy dissipation capacity, to form a “flexible‐stiff mixed structure.” This paper experimentally investigates the seismic performance of WFP structures (flexible system) equipped with hysteretic dampers (stiff system) through shake‐table tests conducted on a 2/5‐scale test specimen. The WFP structure was designed only for gravitational loads. The lateral strength and stiffness provided by the dampers at each story were, respectively, about 3 and 7 times greater than those of the bare WFP structure. The mixed system was subjected to a sequence of seismic simulations representing frequent to very rare ground motions. Under the seismic simulations associated with earthquakes having return periods ranging from 93 to 1894 years, the WFP structure performed in the level of “immediate occupancy,” with maximum interstory drifts up to about 1%. The dampers dissipated most (75%) of the energy input by the earthquake.

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“…Although such beam elements are computationally more demanding compared to truss elements, they can naturally capture the effect of rebar buckling. 50 The beam elements used in the present study include a single quadrature location along the length, and a total of nine quadrature points are used for the integration of stresses over the cross section. The beam elements have common nodes with the corresponding continuum elements which represent the concrete material.…”

Section: Element Formulation and Constitutive Model For Reinforcingmentioning

confidence: 99%

Finite element analysis of damage and failure of reinforced concrete members under earthquake loading

Moharrami¹,

Koutromanos

2017

Earthq Engng Struct Dyn

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Summary This paper presents a three‐dimensional analysis framework, based on the explicit finite element method, for the simulation of reinforced concrete components under cyclic static and dynamic loading. A recently developed triaxial constitutive model for concrete is combined with a material model for reinforcing steel which can account for rupture due to low‐cycle fatigue. The reinforcing bars are represented with geometrically nonlinear beam elements to account for buckling of the reinforcement. The strain penetration effect is also accounted for in the models. The modeling scheme is used in a commercial finite element program and validated with the results of experimental static and dynamic tests on reinforced concrete columns and walls. The analyses are supplemented with a parametric study to investigate the impact of several modeling assumptions on the obtained results.

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Non-Linear Mechanics of Reinforced Concrete

Cited by 425 publications

References 0 publications

Numerical simulation of reinforced concrete structures under impact loading

Numerical simulation of reinforced concrete structures under impact loading

Seismic performance and damage evaluation of a waffle‐flat plate structure with hysteretic dampers through shake‐table tests

Finite element analysis of damage and failure of reinforced concrete members under earthquake loading

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