Mechanics and Properties of Composed Materials and Structures

195 Pages·2012·7.76 MB·English

by  Jure Radnić

Advanced Structured Materials
Volume 31
Series Editors
Andreas Öchsner
Lucas F. M. da Silva
Holm Altenbach
For furthervolumes:
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 HolmAltenbach
Department of AppliedMechanics Chairof EngineeringMechanics
Faculty ofMechanical Engineering Instituteof Mechanics
Universiti TeknologyMalaysia—UTM Otto-von-Guericke-University
Johor Magdeburg
Malaysia Germany
Lucas F. M.da Silva
Department of Mechanical Engineering
Faculty ofEngineering
Universityof Porto
Porto
Portugal
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
SpringerHeidelbergNewYorkDordrechtLondon
LibraryofCongressControlNumber:2012945731
(cid:2)Springer-VerlagBerlinHeidelberg2012
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Preface
Common engineering materials reach in many engineering applications such as
automotiveoraerospace;theirlimitsandnewdevelopmentsarerequiredtofulfill
increasing demands on performance and characteristics. The properties of mate-
rials can be increased, for example, by combining different materials to achieve
betterpropertiesthanasingleconstituentorbyshapingthematerialorconstituents
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.
The5thInternationalConferenceonAdvancedComputationalEngineeringand
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
andcooperationwhichmadethisvolumepossible.Finally,wewouldliketothank
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 Jancˇíková, Pavel Koštial, Sonˇa Rusnáková,
Petr Jonšta, Ivan Ruzˇiak, Jirˇí David, Jan Valícˇek 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 Hutarˇ
vii
viii Contents
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
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
arebrieflydiscussed.Afterthat,anumericalmodelforstaticanddynamicanalyses
ofdifferenttypesofmasonrystructures(unreinforced, reinforced andconfined) 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.Themacroandmicromodelsofmasonryareconsidered.Theequilibrium
equation, discretizations, material models and solution algorithm are presented.
Threesolvedexamplesillustratesomepossibilitiesofthepresentedmodelandthe
developed software for static and dynamic analyses of different types of masonry
structures.
Keywords Masonry structure (cid:2) Numerical model (cid:2) Static analysis (cid:2)
Dynamic analysis
J.Radnic´ (cid:2)D.Matešan(&)(cid:2)A.Harapin(cid:2)M.Smilovic´ (cid:2)N.Grgic´
UniversityofSplitFacultyofCivilEngineering,ArchitectureandGeodesy,
MaticeHrvatske15,21000Split,Croatia
e-mail:[email protected]
J.Radnic´
e-mail:[email protected]
A.Harapin
e-mail:[email protected]
M.Smilovic´
e-mail:[email protected]
N.Grgic´
e-mail:[email protected]
A.Öchsneretal.(eds.),MechanicsandPropertiesofComposed 1
MaterialsandStructures,AdvancedStructuredMaterials31,
DOI:10.1007/978-3-642-31497-1_1,(cid:2)Springer-VerlagBerlinHeidelberg2012
2 J.Radnic´ etal.
Fig.1 Transferofnormal
(r )andshear(s)stressesat mortar
n
thejointofmasonryunitsand
mortar
masonry unit
σ σ vertical joint
n,x n,y
τ horizontal
y joint
y τ
x
x
1 Introduction
Masonry buildings, and therefore masonry structures, are probably the most
numerousinthehistoryofarchitecture.Oneoftheirmainadvantagesissimpleand
quick construction. Brickwork is usually performed with precast masonry units,
boundbymortar.Masonryunitsaremostfrequentlyofbakedclay,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
bondsbetweenthemasonryunitandmortar,i.e.theleveloftransferofnormaland
shear stresses in the contact surface (Fig. 1).
Compressive strength of masonry units or mortar is crucial for transfer of
normal compressive stresses r on the contact surface. There is usually a differ-
n
ence in the strength capacity between the horizontal and vertical joints. Vertical
compressive stresses in masonry r are usually much higher than horizontal
n,y
compressivestressesr duetogravityload.Inaddition,thecompressivestrength
n,x
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.
Thetransferofnormaltensilestressesperpendiculartothejointsisgovernedby
the adhesion between mortar and masonry unit.
The transfer of shear stresses in horizontal (s ) and vertical (s ) joints are also
x y
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
masonryunit,especiallyduetothefavourableeffectofverticalcompressivestress.
NumericalModelforStaticandDynamicAnalysisofMasonryStructures 3
(a) (b) (c)
reinforcement
horizontal ring beam
nt
e
m
ce m
reinfor al ring bea
c
erti
v
foundation
(d) (e)
beam horizontal ring beam beam
n
m
m u
a ol
e c
mn phase I ng b horizontal ring beam mn
colu phase II cal ri colu
erti
v
foundation foundation
Fig.2 Common types of masonry walls. a Unreinforced masonry. b Reinforced masonry.
cConfinedmasonry.dMasonryinfilledframev.eComplexmasonry
Theverticalholesthroughthemasonryunitscontributetomasonryanisotropy.
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
reinforcedconcretecolumns and/or beams areconstructed onpartofthemasonry
walls instead of vertical and/or horizontal ring beams (Fig. 2e).
4 J.Radnic´ etal.
Masonrystructurestypicallyhaveamorecomplexbehaviourandrequiremore
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.Foramorerealisticanalysisofmasonrystructures,itisnecessaryto
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,
mechanismofopeningandclosingofcracksundercyclicload,transferofshear
stresses,anisotropicpropertiesofstrengthandstiffnessofmasonryinhorizontal
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,
• Strainrate effect ofthe materialpropertiesofmasonry,reinforcedconcreteand
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:
Mu€þCðu_ÞþRðuÞ¼f 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
internalnodalforces;fisavectorofexternalnodalforcesthatcanbegeneratedby
wind, engines etc. ðf ¼FðtÞÞ or by earthquakes ðf ¼Md€ ðtÞÞÞ; see Fig. 3. Here,
0
d€ is the base acceleration vector, and t is time. The inner forces vector R(u) can
0
be expressed as: