FHECOR Consulting Engineers

Madrid, Spain

FHECOR Consulting Engineers

Madrid, Spain
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Caldentey A.P.,Technical University of Madrid | Facchini A.,Polytechnic of Milan | Manna F.,FHECOR Consulting Engineers | Dalpont F.,Polytechnic of Milan
3rd International fib Congress and Exhibition, Incorporating the PCI Annual Convention and Bridge Conference: Think Globally, Build Locally, Proceedings | Year: 2010

The design against blast loading is becoming a more and more common necessity due to the world-wide wave of terrorist attacks. However these are not the only sources of blast loading. Gas explosions for instance, occur with an unsuspected frequency and it seems necessary to take the idea of designing against blast loading from the exotic place it actually occupies and have it introduced into the normal design procedures. A large step in this direction has already been taken by Eurocode 1, part 7 (EN-1991-1-7) which has introduced on an European level the concepts of robustness, column removal and tie elements in order to face the event of column collapse. However the theory behind Eurocode provisions remains rather obscure due to lack of background information and to the large demands it implies in terms of deformation of concrete structures. In this paper, the development of membrane forces in concrete structures subjected to column loss, is examined by means of an example. Nonlinear finite element calculations are tested against the very simplified concept behind capacity of membrane forces whose basis is pure equilibrium. The comparison between the simplicity of equilibrium and the complexity of nonlinear FEA yields quite good agreement thereby confirming the soundness of the simplified approach included in Eurocode 1, part 7.

Hernando J.G.,FHECOR Consulting Engineers | Caldentey A.P.,Polytechnic University of Mozambique | Fernandez F.A.,Technical University of Madrid | Peiretti H.C.,Technical University of Madrid
Structural Engineering International: Journal of the International Association for Bridge and Structural Engineering (IABSE) | Year: 2016

Forces on columns caused by second-order effects are routinely over-estimated, which results in a waste of valuable resources and in construction difficulties because of high reinforcement ratios. This paper introduces a simplified method for the design of slender reinforced concrete (RC) bridge columns that reproduces the interaction between columns of the structure and its effects on their second-order behavior. The method considers that the instability of the more slender columns is affected by the horizontal displacement stiffness of the less slender columns, thereby increasing the horizontal forces acting on the less slender elements. Two application examples are presented and the results obtained with the new method are compared with the results obtained by applying the simplified formulations of two major concrete design codes, as well as a nonlinear finite element design of the whole structure. The results show that the codes tend to produce over-conservative designs for slender elements while the new method produces designs that better match the results obtained using the more sophisticated finite element approach, still maintaining a margin of additional safety.

Iasiello C.,Polytechnic University of Mozambique | Caldentey A.P.,FHECOR Consulting Engineers | Groli G.,Polytechnic University of Mozambique
Journal of Performance of Constructed Facilities | Year: 2017

This paper presents a practical approach to the study of defects in a tunnel-boring machine (TBM) ring due to the lack of gap filling during the construction phases. This lack of gap fill can produce an uncontrolled ovalization of the ring, which can lead to multicracking along the segments, in particular at the tunnel crown. After a brief description of the causes of the problem and the state of the art of ovalization in a TBM ring, a real case is analyzed considering the nonlinear moment curvature behavior of a reinforced concrete section based on the constitutive laws of the materials leading to a redistribution of internal forces. The results of this approach are compared with measured field data, in particular regarding the tunnel ovalization and the crack widths detected along the ring. © 2017 American Society of Civil Engineers.

Peiretti H.C.,Polytechnic University of Mozambique | Parrotta J.E.,IDOM S.A. | Oregui A.B.,FHECOR Consulting Engineers | Caldentey A.P.,Polytechnic University of Mozambique | Fernandez F.A.,Polytechnic University of Mozambique
Journal of Bridge Engineering | Year: 2014

This paper presents extensive temperature measurements obtained during a period of 4 years in an integral solid slab prestressed concrete bridge deck. There is very little experimental information available for this bridge typology. The quality of the measured temperature data are validated by comparing experimentally measured displacements at the ends of the bridge with theoretical displacements determined with the recorded temperature components. The measured temperatures are also compared with common design parameters made considering the specifications for thermal actions proposed by Eurocode 1. The results corroborate that the Eurocode 1 formulations are generally adequate to represent thermal actions on bridges; however, it may need to be complemented to define maximum and minimum temperatures for bridges in locations with daily temperature variations greater than 10°C. © 2014 American Society of Civil Engineers.

Caldentey A.P.,Polytechnic University of Mozambique | Padilla P.,FHECOR Consulting Engineers | Muttoni A.,Ecole Polytechnique Federale de Lausanne | Ruiz M.F.,Ecole Polytechnique Federale de Lausanne
ACI Structural Journal | Year: 2012

The 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 Polytechnic University of Madrid (UPM), Madrid, Spain, in close collaboration 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 fundamentals 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 (ACI318-08 and EC2) are discussed. © 2012, American Concrete Institute.

Groli G.,Polytechnic University of Mozambique | Perez Caldentey A.,FHECOR Consulting Engineers | Soto A.G.,FHECOR Consulting Engineers
Structural Concrete | Year: 2014

This paper presents an experimental campaign aiming to assess the cracking behaviour of flexural members made with self-compacting concrete (SCC) and reinforced with both rebars and steel fibres recycled from end-of-life tyres (ELT). The characteristics, constructability and performance of this new type of fibre are first discussed. The results of the tests carried out are then presented and discussed. The parameters that have been investigated are: φ/ρs,ef, concrete cover and fibre content. The results obtained show improvement in cracking behaviour, especially for low reinforcement ratios and large covers. Results are compared with the predictions of the recently published fib Model Code for Concrete Structures 2010. The main objective of this investigation is to evaluate the efficiency of a new type of fibre technology for crack width control of RC elements, with advantages in sustainability from the point of view of recycling and durability. Copyright © 2014 Ernst & Sohn Verlag für Architektur und technische Wissenschaften GmbH & Co. KG, Berlin.

Romo J.,FHECOR Consulting Engineers | Bogle A.,HafenCity University Hamburg | Meyboom A.,University of British Columbia
IABSE Conference, Geneva 2015: Structural Engineering: Providing Solutions to Global Challenges - Report | Year: 2015

Parametric techniques are developing as an agile tool in both civil engineering and architectural design. What is especially powerful is the ability of these softwares to relate and iterate through multiple options with minimal effort. The tools that combine a parametric definition of the bridge with a 3D graphic and a FEM model gives the designer the opportunity to analyse instantaneously, the effect in the variation of the variable parameters in terms of visual appearance as well as structural behaviour simultaneously. Therefore parametric design is a valuable tool in the conceptual design phase where the geometric decisions made are the most structurally and architecturally impactful.

Romo J.,FHECOR Consulting Engineers
Multi-Span Large Bridges - Proceedings of the International Conference on Multi-Span Large Bridges, 2015 | Year: 2015

Four Spans Cable Stayed Bridges is a particular case of multi-spans solutions. Besides the addition of extra cables it is possible to stiffen the system through the efficient use of the relationship between central span to lateral span and towers heights. Influence of deck and central pylon stiffness is analyzed for a case study. Also a parametric study carried out for a 1000 m crossing showed the importance of the ratio between lateral and central span as well as the relative height of the towers to achieve the required rigidity against unbalanced live loads. The influence of those variables and its importance in the aesthetical image of the bridge is also stated. © 2015, Taylor & Francis Group, London.

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