Mechanics and Properties of Composed Materials and Structures doc

Advanced Structured Materials Volume 31 Series Editors Andreas Öchsner Lucas F. M. da Silva Holm Altenbach For further volumes: http://www.springer.com/series/8611 Andreas Öchsner • Lucas F. M. da Silva Holm Altenbach Editors Mechanics and Properties of Composed Materials and Structures 123 Editors Andreas Öchsner Department of Applied Mechanics Faculty of Mechanical Engineering Universiti Teknology Malaysia—UTM Johor Malaysia Lucas F. M. da Silva Department of Mechanical Engineering Faculty of Engineering University of Porto Porto Portugal Holm Altenbach Chair of Engineering Mechanics Institute of Mechanics Otto-von-Guericke-University Magdeburg Germany ISSN 1869-8433 ISSN 1869-8441 (electronic) ISBN 978-3-642-31496-4 ISBN 978-3-642-31497-1 (eBook) DOI 10.1007/978-3-642-31497-1 Springer Heidelberg New York Dordrecht London Library of Congress Control Number: 2012945731 Ó Springer-Verlag Berlin Heidelberg 2012 This work is subject to copyright. 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Printed on acid-free paper Springer is part of Springer Science+Business Media (www.springer.com) Preface Common engineering materials reach in many engineering applications such as automotive or aerospace; their limits and new developments are required to fulfill increasing demands on performance and characteristics. The properties of mate- rials can be increased, for example, by combining different materials to achieve better properties than a single constituent or by shaping the material or constituents in a specific structure. Many of these new materials reveal a much more complex behavior than traditional engineering materials due to their advanced structure or composition. The expression ‘composed materials’ should indicate here a wider range than the expression ‘composite material’ which is many times limited to classical fiber reinforced plastics. The 5th International Conference on Advanced Computational Engineering and Experimenting, ACE-X 2011, was held in Algarve, Portugal, from July 3 to 6, 2011 with a strong focus on the above-mentioned materials. This conference served as an excellent platform for the engineering community to meet with each other and to exchange the latest ideas. This volume contains 12 revised and extended research articles written by experienced researchers participating in the conference. The book will offer the state-of-the-art of tremendous advances in engineering technologies of composed materials with complex behavior and also serve as an excellent reference volume for researchers and graduate students working with advanced materials. The covered topics are related to textile com- posites, sandwich plates, hollow sphere structures, reinforced concrete, as well as classical fiber reinforced materials. The organizers and editors wish to thank all the authors for their participation and cooperation which made this volume possible. Finally, we would like to thank the team of Springer-Verlag, especially Dr. Christoph Baumann, for the excellent cooperation during the preparation of this volume. June 2012 Andreas Öchsner Lucas F. M. da Silva Holm Altenbach v Contents Numerical Model for Static and Dynamic Analysis of Masonry Structures 1 Jure Radnic ´ , Domagoj Matešan, Alen Harapin, Marija Smilovic ´ and Nikola Grgic ´ Wrinkling Analysis of Rectangular Soft-Core Composite Sandwich Plates 35 Mohammad Mahdi Kheirikhah and Mohammad Reza Khalili Artificial Neural Network Modelling of Glass Laminate Sample Shape Influence on the ESPI Modes 61 Zora Janc ˇ íková, Pavel Koštial, Son ˇ a Rusnáková, Petr Jonšta, Ivan Ruz ˇ iak, Jir ˇ í David, Jan Valíc ˇ ek and Karel Frydry ´ šek Nonlinear Dynamic Analysis of Structural Steel Retrofitted Reinforced Concrete Test Frames 71 Ramazan Ozcelik, Ugur Akpınar and Barıs Binici Acoustical Properties of Cellular Materials 83 Wolfram Pannert, Markus Merkel and Andreas Öchsner Simulation of the Temperature Change Induced by a Laser Pulse on a CFRP Composite Using a Finite Element Code for Ultrasonic Non-Destructive Testing 103 Elisabeth Lys, Franck Bentouhami, Benjamin Campagne, Vincent Métivier and Hubert Voillaume Macroscopic Behavior and Damage of a Particulate Composite with a Crosslinked Polymer Matrix 117 Luboš Náhlík, Bohuslav Máša and Pavel Hutar ˇ vii Computational Simulations on Through-Drying of Yarn Packages with Superheated Steam 129 Ralph W. L. Ip and Elvis I. C. Wan Anisotropic Stiffened Panel Buckling and Bending Analyses Using Rayleigh–Ritz Method 137 Jose Carrasco-Fernández Investigation of Cu–Cu Ultrasonic Bonding in Multi-Chip Package Using Non-Conductive Adhesive 153 Jong-Bum Lee and Seung-Boo Jung Natural Vibration Analysis of Soft Core Corrugated Sandwich Plates Using Three-Dimensional Finite Element Method 163 Mohammad Mahdi Kheirikhah, Vahid Babaghasabha, Arash Naeimi Abkenari and Mohammad Ehsan Edalat New High Strength 0–3 PZT Composite for Structural Health Monitoring 175 Mohammad Ehsan Edalat, Mohammad Hadi Behboudi, Alireza Azarbayjani and Mohammad Mahdi Kheirikhah Free Vibration Analysis of Sandwich Plates with Temperature-Dependent Properties of the Core Materials and Functionally Graded Face Sheets 183 Y. Mohammadi and S. M. R. Khalili viii Contents Numerical Model for Static and Dynamic Analysis of Masonry Structures Jure Radnic ´ , Domagoj Matešan, Alen Harapin, Marija Smilovic ´ and Nikola Grgic ´ Abstract Firstly, the main problems of numerical analysis of masonry structures are briefly discussed. After that, a numerical model for static and dynamic analyses of different types of masonry structures (unreinforced, reinforced and confined) is described. The main nonlinear effects of their behaviour are modelled, including various aspects of material nonlinearity, the problems of contact and geometric nonlinearity. It is possible to simulate the soil-structure interaction in a dynamic analysis. The macro and micro models of masonry are considered. The equilibrium equation, discretizations, material models and solution algorithm are presented. Three solved examples illustrate some possibilities of the presented model and the developed software for static and dynamic analyses of different types of masonry structures. Keywords Masonry structure Á Numerical model Á Static analysis Á Dynamic analysis J. Radnic ´ Á D. Matešan (&) Á A. Harapin Á M. Smilovic ´ Á N. Grgic ´ University of Split Faculty of Civil Engineering, Architecture and Geodesy, Matice Hrvatske 15, 21000 Split, Croatia e-mail: dmatesan@gradst.hr J. Radnic ´ e-mail: jradnic@gradst.hr A. Harapin e-mail: aharapin@gradst.hr M. Smilovic ´ e-mail: msmilovic@gradst.hr N. Grgic ´ e-mail: ngrgic@gradst.hr A. Öchsner et al. (eds.), Mechanics and Properties of Composed Materials and Structures, Advanced Structured Materials 31, DOI: 10.1007/978-3-642-31497-1_1, Ó Springer-Verlag Berlin Heidelberg 2012 1 1 Introduction Masonry buildings, and therefore masonry structures, are probably the most numerous in the history of architecture. One of their main advantages is simple and quick construction. Brickwork is usually performed with precast masonry units, bound by mortar. Masonry units are most frequently of baked clay, concrete, stone, etc. They are of different geometrical and physical properties, with a variety of brickwork bonds. Horizontal and vertical joints between the masonry units are often completely or partially filled with mortar. Various types of mortar are used (mostly lime, lime-cement and cement), with different thickness of mortar joints and material properties. Apart from the quality of masonry units and mortar, the construction quality also has a great effect on the quality of masonry structures. The limit strength capacity and deformability of the masonry wall is affected by the quality of the bonds between the masonry unit and mortar, i.e. the level of transfer of normal and shear stresses in the contact surface (Fig. 1). Compressive strength of masonry units or mortar is crucial for transfer of normal compressive stresses r n on the contact surface. There is usually a differ- ence in the strength capacity between the horizontal and vertical joints. Vertical compressive stresses in masonry r n,y are usually much higher than horizontal compressive stresses r n,x due to gravity load. In addition, the compressive strength of horizontal joints is usually much higher than the compressive strength of ver- tical joints. They are usually only partially filled with mortar, which, due to the mode of placing, is usually of less strength than the mortar in horizontal joints. The transfer of normal tensile stresses perpendicular to the joints is governed by the adhesion between mortar and masonry unit. The transfer of shear stresses in horizontal (s x ) and vertical (s y ) joints are also different. The level of shear transfer in horizontal joints is greater than in vertical joints because of higher quality and better adhesion between the mortar and the masonry unit, especially due to the favourable effect of vertical compressive stress. masonry unit mortar vertical joint horizontal joint x y n,x n,y y x τ τ σ σ Fig. 1 Transfer of normal (r n ) and shear (s) stresses at the joint of masonry units and mortar 2 J. Radnic ´ et al. The vertical holes through the masonry units contribute to masonry anisotropy. The usual types of masonry walls are (Fig. 2): 1. Unreinforced masonry walls (Fig. 2a). 2. Reinforced masonry walls (Fig. 2b), with horizontal reinforcement in hori- zontal joints and vertical reinforcement in the vertical holes through the masonry units. 3. Confined masonry walls (Fig. 2c) are unreinforced masonry walls confined by vertical and horizontal ring beams and foundation. 4. Subsequently constructed walls between the previously placed reinforced concrete beams and columns (Fig. 2d)—the infilled frames. A special confined masonry wall can often be found in practice. Here, classic reinforced concrete columns and/or beams are constructed on part of the masonry walls instead of vertical and/or horizontal ring beams (Fig. 2e). (a) (d) (e) (b) (c) vertical ring beam foundation horizontal ring beam column beam phase II phase I foundation reinforcement reinforcement horizontal ring beam vertical ring beam foundation horizontal ring beam beam column column Fig. 2 Common types of masonry walls. a Unreinforced masonry. b Reinforced masonry. c Confined masonry. d Masonry infilled framev. e Complex masonry Numerical Model for Static and Dynamic Analysis of Masonry Structures 3 Masonry structures typically have a more complex behaviour and require more complex engineering calculations and numerical models than pure concrete structures. Although there are many numerical models for static and dynamic analyses of masonry structures (see for example [1–5]), there still is not a generally accepted numerical model that would be sufficiently reliable and convenient for practical applications. For a more realistic analysis of masonry structures, it is necessary to include many nonlinear effects of the behaviour of the masonry, reinforced con- crete and soil, such as: • Yield of masonry in compression, opening of cracks in the masonry in tension, mechanism of opening and closing of cracks under cyclic load, transfer of shear stresses, anisotropic properties of strength and stiffness of masonry in horizontal and vertical direction, tensile and shear stiffness of cracked masonry, • Concrete yielding in compression, opening of cracks in concrete in tension, mechanism of opening and closing of cracks in concrete under dynamic load, tensile and shear stiffness of cracked concrete, • Strain rate effect of the material properties of masonry, reinforced concrete and soil, • Soil yield under a foundation, • Soil—structure dynamic interaction, • Construction mode—the stages of masonry walls and infilled frames assembling. This chapter presents a numerical model for static and dynamic analyses of planar (2D) masonry structures which include all previously mentioned nonlinear effects in their behaviour. 2 Equilibrium Equation and Structure Discretization 2.1 Spatial Discretization By the spatial discretization and application of the finite element method, the equation of dynamic equilibrium of the masonry structure can be written as follows: M € u þ C _ uðÞþRuðÞ¼f ð1Þ where u are the unknown nodal displacements, _ u are velocities and € u are accel- eration; M is the mass matrix, C is the damping matrix and R(u) is a vector of internal nodal forces; f is a vector of external nodal forces that can be generated by wind, engines etc. ðf ¼ FðtÞÞ or by earthquakes ðf ¼ M € d 0 ðtÞÞÞ; see Fig. 3. Here, € d 0 is the base acceleration vector, and t is time. The inner forces vector R(u) can be expressed as: 4 J. Radnic ´ et al. [...]... correction of shear, velocity and acceleration continues (replace ‘‘i’’ with ‘‘i+1’’, and proceed to solution step (3)) integrated with the implicit algorithms, and the area of the structure with soft elements with the explicit algorithm 3 Material Model The application of an adequate material model for a realistic simulation of the behaviour of masonry structures under static and dynamic loads is of primary... (c2) Fig 11 Macro and micro models of masonry a Fragment of masonry b Macro model of masonry c Micro models of masonry, c1 Micro model of masonry 1, c2 Micro model of masonry 2 The adopted macro model and micro models of masonry are briefly described hereinafter 3.2.2 Macro Model of Masonry In this model, attention should be given to defining the adequate physical– mechanical parameters of a representative... f s;c and f s;t are the uniaxial compressive and tensile steel strengths; es;c and es;t are the uniaxial compressive and tensile limit steel strains; Es and E0s are the elasticity steel modules 3.2 Masonry Model 3.2.1 Introduction In the static and dynamic analyses of masonry structures, two numerical models for masonry are commonly used: macro model and micro model (Fig 11) (i) Macro model of masonry... on analysis of relevant data for masonry units, mortar and connections between mortar and masonry units A Modelling of masonry in compression and tension A graphic presentation of the adopted orthotropic constitutive masonry model in compression and tension is given in Fig 13 The masonry parameters in the horizontal (h) and vertical (v) directions are: rh and rv are normal stresses, f h and m;c m m... types of masonry and load types In case of shear failure of the masonry in a certain integration point, i.e when sx;y [ sh , Gm = 0 is adopted m;g 3.2.3 Micro Model of Masonry The masonry can be more precisely and reliably modelled by the micro model than by the macro model It is possible to use various micro models of masonry (some of them are presented in Fig 11), with various precision and duration of. .. to simulate the behaviour of parts of masonry structures made of concrete or reinforced concrete (ring beams, foundations, columns, beams, etc.) This model was previously developed for static and dynamic analyses of conventional reinforced concrete structures [8] and will be only briefly described 3.1.1 Concrete Model A simple concrete model, based on the basic parameters of concrete, has been adopted... certain parts of masonry structures (reinforced concrete, masonry, soil) are described briefly hereinafter Numerical Model for Static and Dynamic Analysis of Masonry Structures 9 Table 2 Newmark explicit algorithm of the iterative problem solution (1) For time step (n+1), use iteration step i = 1 (2) Calculate the vectors of the assumed displacement, velocity and acceleration at the beginning of time step... physical–mechanical properties describe the actual complex masonry properties Such an approach allows large finite elements (rough discretization) and significantly reduces the number of unknown variables, and also rapidly accelerates the structure analysis (ii) Micro model of masonry (Fig 11c) At the micro level, the spatial discretization of masonry can be performed at the level of masonry units and mortar... in Fig 11, the masonry units and mortar are discretized by 8node elements, while at the contact of mortar and masonry units, thin 6-node contact elements are used The constitutive material models of all these elements can well describe all effects of materials and contact surfaces In micro model 2 in Fig 11, masonry units are discretized by 8-node elements, and vertical and horizontal joints with 6-node... period of free oscillations The horizontal displacement of the wall top in time is shown in Fig 25a, and the final state of the wall cracks just before collapse in Fig 25b Also, notable was the great difference in the horizontal displacement of the top of the wall for the linear-elastic model and the nonlinear model For the nonlinear model, an irreversible horizontal displacement of the top of the wall . Altenbach Editors Mechanics and Properties of Composed Materials and Structures 123 Editors Andreas Öchsner Department of Applied Mechanics Faculty of Mechanical. ngrgic@gradst.hr A. Öchsner et al. (eds.), Mechanics and Properties of Composed Materials and Structures, Advanced Structured Materials 31, DOI: 10.1007/978-3-642-31497-1_1,