Abstract
For two- and three-dimensional elastic structures made of families of flexible elastic fibers undergoing finite deformations, we propose homogenized models within the micropolar elasticity. Here we restrict ourselves to networks with rigid connections between fibers. In other words, we assume that the fibers keep their orthogonality during deformation. Starting from a fiber as the basic structured element modeled by the Cosserat curve beam model, we get 2D and 3D semi-discrete models. These models consist of systems of ordinary differential equations describing the statics of a collection of fibers with certain geometrical constraints. Using a specific homogenization technique, we introduce two- and three-dimensional equivalent continuum models which correspond to the six-parameter shell model and the micropolar continuum, respectively. We call two models equivalent if their approximations coincide with each other up to certain accuracy. The two- and three-dimensional constitutive equations of the networks are derived and discussed within the micropolar continua theory.
Similar content being viewed by others
Avoid common mistakes on your manuscript.
1 Introduction
Lattice beam structures are widely used in civil, mechanical, and aerospace engineering; see, e.g., [17, 32, 57]. They are formed from a periodic network of interconnected beams or rods as shown in Fig. 1 where two-dimensional (2D) and three-dimensional (3D) networks are presented. In a certain sense, these structures mimic crystalline lattices and their properties. Among very perspective properties such as a light weight, relatively high stiffness and flexibility, they have also many other useful characteristics such as an acoustic response and thermal insulation that make these materials very interesting for applications. One can meet such architectured materials for very wide ranges of scales, from nano- and microscales up to macrostructures. It is worth mentioning the famous Shuchov’s tower and other lattice structures; see, e.g., [4, 36]. Among examples of beam lattice materials, it is worth mentioning open cell foams [3, 33, 53] and aerogel [48, 72].
As the basic structural element of considered structures is a beam, in Sect. 2 we briefly consider the nonlinear beam theory. Let us note that mechanics of one-dimensional structures has a long history of development after such names as Euler and Bernoulli. Mechanics of rods and beams is summarized in many books; see, for example, [1, 22, 41, 43, 51, 67, 77, 81]. Nowadays, the rod and beam structures are widely used in engineering as relatively simple robust models; see, e.g., [5, 20, 83]. Here we use the model originally introduced by the Cosserat brothers and nowadays known as a Cosserat curve. Within this direct approach, the mechanics of rods was developed in seminal papers by Ericksen and Truesdell [29], Green et al. [38, 39], DeSilva and Whitman [15], and Kafadar [44]. Let us note that despite their one-dimensional nature for the solution of the nonlinear beam equations we require a proper numerical tool; see, e.g., [10, 11, 14, 37, 54, 79, 82] and the references therein. Here we consider the Cosserat model with certain constraints. In particular, we neglect shear deformations. The equilibrium equations consist of a system of ordinary differential equations.
In Sect. 3, we consider a 2D elastic network similar to a fishnet made of orthogonal flexible fibers. The mechanics of elastic networks was studied in many works; see, e.g., the seminal works by Rivlin [66], Pipkin [61,62,63], Steigmann and Pipkin [76]. Recently, the further developments in this topic have resulted in the model of lattice shell presented in [16, 34, 70, 73,74,75]. Here we restrict ourselves to a particular class of a network assuming the orthogonality of network beams during deformations. In other words, we assume that beams are connected to each other by rigid joints. A typical example of such a structure is given in Fig. 2, where a scheme of a metal net widely used in modern civil engineering as a fence is presented. The case of an elastic network with inextensible fibers was considered in [23].
For this net, we introduce an averaged continuum model that is a deformable material surface with particular material properties described within the framework of the six-parameter shell theory [13, 49, 50]. Within the six-parameter shell theory, the kinematics of a shell is described by three translations and three rotations as in the rigid body dynamics or in the Cosserat (micropolar) continuum [30]. So, the model is also called the micropolar shell theory [24, 26]. In the theory, only forces and moments including drilling ones are considered as stress characteristics which are also used in the static boundary conditions. Within the theory, solutions of many problems were given numerically and/or analytically; see, e.g., [8, 9, 13, 60, 85]. We briefly recall the basic equations of the micropolar shell statics paying the most attention to the constitutive relations and possible constraints for deformations. Let us note that usually shell equations are derived for a solid shell-like body; see, for example, the through-the-thickness integration technique presented in [13, 49, 50]. As here we consider deformations of completely different structures similar to a fishnet, one needs another approach; see, e.g., [45, 64, 86] for lattice shells.
Comparing discrete models for a 2D network and shell in Sect. 4, we present the constitutive equations for the shell which is equivalent in certain sense to the considered network. In fact, the homogenized constitutive equation for an elastic network has a particular form of strain energy of a six-parameter shell. The obtained results can be relatively easy generalized for networks made of extensible, shear deformable, initially curved and naturally twisted fibers. The only crucial point for the derivation is the orthogonality of fibers during deformations. This assumption results in the possibility to describe rotations of all fibers using one rotation tensor field.
Finally, in Sect. 5 we consider 3D structures made of three orthogonal families of flexible elastic fibers. In a similar way, comparing the discretization for the 3D network and a micropolar continuum we derive the continuous nonlinear micropolar model. As was mentioned in [26], homogenization is one of the main sources for derivation of the constitutive equations of micropolar solids; see, e.g., [6, 18, 19, 31, 35, 69] and the references therein.
2 Cosserat curve as a fiber model
Following [1, 22, 26, 81], we briefly consider the Cosserat curve model as a model of a single fiber (beam). This approach is also known as the directed curve model. From the mathematical point of view, the model can be treated as a one-dimensional (1D) Cosserat continuum. In other words, we consider 1D medium with kinematically independent fields of translations and rotations. The deformation of the beam is described as a mapping from a reference placement into a current (deformed) one. In the reference placement, the beam occupies a volume located in the vicinity of a base curve \(\mathcal {C}_0\) which transforms after deformation into another curve \(\mathcal {C}\); see Fig. 3. For \(\mathcal {C}_0\), we use the natural parametrization given by the formula \({\mathbf {R}}={\mathbf {R}}(s),\) where s is the referential arc-length parameter. In order to describe the cross-sectional orientation of the beam, we introduce the unit orthogonal vectors \({\mathbf {D}}_k={\mathbf {D}}_k(s)\) called directors, \({\mathbf {D}}_k\cdot {\mathbf {D}}_m=\delta _{km}\), where \(\delta _{km}\) is the Kronecker symbol, the centered dot stands for the scalar product and Latin indices take values 1, 2, 3. In what follows, we use the direct tensor calculus as introduced in [25, 47, 52, 71]. Without loss of generality, we assume that \({\mathbf {D}}_1\) is tangent to \(\mathcal {C}_0\).
The position and orientation of the beam in the current placement are described by vectorial fields
where \({\mathbf {r}}\) and \({\mathbf {d}}_k\) are the position vector in the current placement and the current directors, respectively. Note that here we also used s as a coordinate.
In order to introduce relative deformations, we use the displacement vector \({\mathbf {u}}\) and the proper orthogonal tensor \({\mathbf {P}}={\mathbf {d}}_k\otimes {\mathbf {D}}_k\), where \(\otimes \) denotes the dyadic product. So a deformation of a directed curve is described by the vector- and tensor-valued fields
The Lagrangian equilibrium equations take the following form [1, 22, 26, 81]:
where \(\,{\mathbf {t}}\,\) and \(\,{\mathbf {m}}\,\) are vectors of forces and moments, \(\,{\mathbf {f}}\,\) and \(\,{\mathbf {c}}\,\) are external forces and moments given along \(\mathcal {C}_0\), \(\times \) stands for the cross product, and the prime denotes the derivative with respect to s, \((\ldots )'=\frac{\partial (\ldots )}{\partial s}\).
Considering hyperelastic materials only, we introduce the line strain energy density as follows:
where \({\mathbf {e}}\) and \({\mathbf {k}}\) are vectorial strain measures, \({\mathbf {T}}_\times \) denotes the vectorial invariant of a second-order tensor \({\mathbf {T}}\) introduced by Gibbs [84, p. 275] and defined as follows:
for any basis \({\mathbf {i}}_m\), \(m=1,2,3\). Vectors of internal forces and moments relate to the strain energy by the relations
Let us note that the line strain energy density given by (4.1-3) is the straightforward application of the material frame-indifference principle [78]. Indeed, let us consider the general form of \(\mathcal {U}\) as a function of \({\mathbf {r}}\) and \({\mathbf {P}}\) and their derivatives,
The material frame-indifference principle says that \(\mathcal {U}\) should be invariant under transformations
where \({\mathbf {O}}\) and \({\mathbf {a}}\) are arbitrary constant orthogonal tensor and vector, respectively; see [26, 59] for more details in the case of micropolar solids. Considering \({\mathbf {O}}={\mathbf {I}}\), where \({\mathbf {I}}\) is the 3D unit tensor, and arbitrary \({\mathbf {a}}\), we get the following invariance property:
So \(\mathcal {U}\) does not depend on \({\mathbf {r}}\) itself. Taking \({\mathbf {O}}={\mathbf {P}}^\mathrm{T}\), we have the dependence
Obviously, relation (9) is invariant under transformations (7), so it satisfies the material frame-indifference principle. As \({\mathbf {P}}\) is orthogonal, tensor \({\mathbf {P}}^\mathrm{T}\cdot {\mathbf {P}}^\prime \) is skew-symmetric. As any skew-symmetric tensor, it can be represented by its axial vector \({\mathbf {k}}\),
which is given by (4.3). Finally, we take strain measures that vanish if \({\mathbf {r}}={\mathbf {R}}\) and \({\mathbf {P}}={\mathbf {I}}\) and get (4.1-3).
The system of Eqs. (3)–(5) complemented by the corresponding boundary conditions constitutes a boundary value problem, which describes finite deformations of an elastic beam taking into account its stretching/elongation, bending, torsion, and transverse shear deformations. So this model is rather general. Nevertheless, let us also note that in the case of beams we have even more complex models which take into account also warping, such as in the case of beams of thin-walled cross section [22, 41, 51] or spatial beamlike lattice structures [12, 40, 55, 56]. In what follows, we neglect transverse shear deformations. In this case, \({\mathbf {d}}_1\) will be tangent to \(\mathcal {C}\). So \({\mathbf {e}}\) takes the form \({\mathbf {e}}=\varepsilon {\mathbf {D}}_1\), and \(\mathcal {U}\) depends on scalar and vectorial strains [22, 81],
For inextensible beams, we have that \(\varepsilon =0\) and \({\mathbf {T}}\) becomes a vectorial Lagrange multiplier related to the constraint \({\mathbf {e}}={\mathbf {0}}\). Using further simplifications, one can get even more simple beam theories. For example, the following quadratic form can be used as a strain energy density:
where \(K_s\) and \({\mathbf {D}}\) are stiffness moduli responsible for stretching, bending, and torsion, respectively. For the derivation of the constitutive equations for beams undergoing large deformations, we refer to the numerous works; see, e.g., [2, 7, 21, 22, 41, 81] and the references therein.
3 Discrete beam lattice
Using the above presented above beam model, we consider a structure made of two orthogonal families of beams as shown in Fig. 4 called the beam lattice. For simplicity, we assume that the beams have the same geometrical and physical properties and the cells of the lattice are squares. Here we have n horizontal and m vertical beams with distance h between intersection points. Using the orthogonality, we can chose directors \({\mathbf {D}}_1\) and \({\mathbf {D}}_2\) as tangent vectors to the first and second family of beams, respectively. In what follows, we denote the quantities related to these two families by indices 1 and 2. Introducing the Cartesian coordinates \(s_1\) and \(s_2\) and numbering nodes as in Fig. 4, we get the formulae for the position of (i, j)-node,
As for a single beam considered above, here for each beam we again have two kinematical descriptors \({\mathbf {r}}\) and \({\mathbf {P}}\) which are defined on the lattice lines \(s_1=s_1^{(i)}\), \(s_2= s_2^{(j)}\), \( i=1,\ldots m\), \( j=1,\ldots n\). In other words, the complete kinematics of the beam lattice is described by a set of vector- and tensor-valued functions
Here \({\mathbf {P}}_1={\mathbf {d}}_k^{(1)}(s_1)\otimes {\mathbf {D}}_k\), \({\mathbf {P}}_2={\mathbf {d}}_k^{(2)}(s_2)\otimes {\mathbf {D}}_k\), where \({\mathbf {D}}_k^{(\alpha )}\) and \({\mathbf {d}}_k^{(\alpha )}\) are the referential and current directors of the \(\alpha \)-family of the beams. Note that in the nodes, i.e., in points \((s_1^{(i)},s_2^{(j)})\), we have
As a result, we get the following geometrical constraints:
In other words, in the nodes we can use the same values of position vectors and rotation tensors. From the physical point of view, this means that the infinite rigidity of beams connections results in consistent bending and torsion of the beams. In particular, the orthogonality condition also imposes that torsion in one of the beams is consistent with the inclination of the axis of the other one.
The Lagrangian equilibrium equations of the beam lattice consist of the system of static equations for every beam, that is,
Here \(\,{\mathbf {t}}_\alpha \,\) and \(\,{\mathbf {m}}_\alpha \,\) are vectors of forces and couples related to the \(\alpha \)-family, \(\alpha =1,2\), \(\,{\mathbf {f}}_\alpha \) and \(\,{\mathbf {c}}_\alpha \) are external fields of forces and moments, and \((\ldots )_{,\alpha }^\prime =\frac{\partial (\ldots )}{\partial s_\alpha }\) is the differentiation with respect to \(s_\alpha \), where \(s_\alpha \) plays a role of the arc-length parameter of the \(\alpha \)-family of beams.
Numbering nodes as in Fig. 4, we write the total energy functional of the beam lattice as a sum
where m and n are numbers of beams in these families, and we introduced the line strain energy densities
and the following strain measures are introduced:
In what follows, we consider finite difference approximation of (17). Using the trapezoidal rules
we transform (17) into a discrete form,
Let us note that the trapezoidal rule corresponds to linear approximation of the integrands. As a result, the total energy of the lattice shell is expressed by the values of \(\mathcal {U}\) in the nodes, that is, in the points \((s_1^{(i)},s_2^{(j)})\):
Here \(c_{ij}\) are weight coefficients which can be obtained after summation procedure. Using (18), Eq. (20) takes the form
with the explicit dependence on the strain measures calculated in the nodes.
Motivating by constraints (12) instead of the functions of one variable, we introduce surface fields \({\mathbf {r}}={\mathbf {r}}(s_1, s_2)\) and \({\mathbf {P}}={\mathbf {P}}(s_1,s_2)\) such that these fields coincide with the latter when \(s_1=s_1^{(i)}\), \(s_2= s_2^{(j)}\), \( i=1,\ldots m\), \( j=1,\ldots n\), respectively,
Replacing double summation in (21) by double integration, we get the continuous analogue of the beam lattice total energy,
where for simplicity we keep the same notations for the energy densities. One can see that the approximation of (24.1,2) up to certain accuracy leads to (21). As the discretization of total energy functionals of the discrete beam lattice (17) and its continuous analogue (24.1,2) lead to the same formulae up to a certain accuracy, we call these models equivalent. In order to characterize the equivalent continuous beam lattice shell, we consider the nonlinear resultant shell theory.
4 Continuous beam lattice shell: micropolar shell
Following [24, 26], let us briefly introduce the governing equations used within the six-parameter shell theory. Here the kinematics of a shell is described by six scalar degrees of freedom that are three translations and three rotations as in the case of the Cosserat (micropolar) continuum [26, 30]. So the model is also called the micropolar shell theory. The basic equations of the six-parameter shell theory can be derived using through-the-thickness integration of the 3D equations of motion [13, 49, 50, 58] or within the so-called direct approach [24, 26]. In a current placement, the base surface of the shell has the position vector \({\mathbf {x}}={\mathbf {x}}(q^1,q^2)\), whereas its orientation is determined by the rotation tensor \({\mathbf {Q}}(q^1,q^2)\). Here \(q^1\) and \(q^2\) are Lagrangian surface convective coordinates.
Lagrangian equilibrium equations on the base surface \(\omega \) and typical boundary conditions along its boundary \(\partial \omega =\ell _1\cup \ell _2=\ell _3\cup \ell _4\) take the form
where \({\mathbf {T}}\) and \({\mathbf {M}}\) are the stress resultant and surface couple stress tensors of the first Piola–Kirchhoff type, \({\mathbf {F}}_s=\nabla _s {\mathbf {x}}\) is the surface deformation gradient, and \({\mathbf {f}}\) and \({\mathbf {c}}\) are external surface forces and couples, respectively. Here we introduced the surface nabla and divergence operators by the formulae
where \({\mathbf {X}}={\mathbf {X}}(q^1,q^2)\) is the position vector of the shell base surface in the reference placement and \({\mathbf {N}}\) is the unit vector of the normal. In boundary conditions (2627)–(29), \({\mathbf {x}}_0(s)\), \({\mathbf {H}}(s)\), \({\varvec{\tau }}(s)\), and \(\varvec{\mu }(s)\), are given along the corresponding parts of the shell contour position vector, rotation tensor, forces and moments, respectively, and \(\varvec{\nu }\) is the vector of unit outer normal to \(\partial \omega \) such that \(\varvec{\nu }\cdot {\mathbf {N}}=0\).
For a hyperelastic shell, there exists the surface strain energy density \(\mathcal {W}\) as a function of two surface strain measures \({\mathbf {E}}\) and \({\mathbf {K}}\),
where \({\mathbf {A}}= {\mathbf {I}}-{\mathbf {N}}\otimes {\mathbf {N}}\) is the surface metric tensor. For hyperelastic shells, \({\mathbf {T}}\) and \({\mathbf {M}}\) are given by
In order to compare the homogenized constitutive relation (24.2) with one for shells (30) as well as strain measures (19) and (31), we identify \(q^\alpha \) with \(s_\alpha \), \({\mathbf {r}}\) with \({\mathbf {x}}\) and \({\mathbf {P}}\) with \({\mathbf {Q}}\):
So we get
As a result, we can conclude that
According to the geometrical meaning of \({\mathbf {E}}\) and \({\mathbf {K}}\) [59], \(\varepsilon _1\) and \(\varepsilon _2\) describe stretching/elongation along two orthogonal directions related to the beams axes, whereas \({\mathbf {k}}_\alpha \) describes the changes of curvature.
Finally this identification leads to the following strain energy density of a micropolar shell:
So (24.2) is a particular case of (30). In other words, the homogenized model of a beam lattice can be modeled within the framework of six-parameter shell theory.
In [27], the detailed analysis of constitutive relations for shells was provided considering the material symmetries and the invariance properties of \(\mathcal {W}\). Here the material symmetry group contains rotations about \({\mathbf {D}}_3={\mathbf {N}}\) of angles \(\pm \frac{\pi }{2}\) and mirror reflections \({\mathbf {I}}-{\mathbf {D}}_1\otimes {\mathbf {D}}_1\) and \({\mathbf {I}}-{\mathbf {D}}_2\otimes {\mathbf {D}}_2\). So (33) belongs to the class of orthotropic shells.
Let us also note that the form of (33) is similar to one used in the nonlinear elasticity and given by
where \(\lambda _i\) are principal stretches and f is a given function; see Valanis and Landel [80].
5 3D elastic network and its continuous counterpart
The derivation of the constitutive relations for 3D elastic networks with rigid joints mimics the above presented above 2D case. Let us consider an elastic network with cubic cells as shown in Fig. 1. We introduce the referential directors \({\mathbf {D}}_k\), \(k=1,2,3\), as the unit tangent vectors to corresponding beam axes; see Fig. 5. The considered network occupies in the reference placement a parallelepiped given by the inequalities
where x, y, and z are Lagrangian Cartesian coordinates, h is the cell size, and m, n, and l are the numbers of beams in x-, y-, and z-directions, respectively.
Here we have the following kinematical descriptors:
In what follows, we again assume that the beams have the same material and geometrical properties, so we can use the same strain energy function \(\mathcal {U}\) for each beam. As a result, the constitutive relations differ from each other in their arguments only,
where the strain measures are derived as follows:
and for \(\varepsilon _a\) and \({\mathbf {k}}_a\) we use the corresponding kinematical descriptors from (35)–(37).
The total energy functional takes the following form:
where for cubic cells we have \(x^{(i)}=(i-1)h\), \(y^{(j)}=(j-1)h\) and \(z^{(k)}=(k-1)h\). Using the trapezoidal rule for the integrands in (41), we get an approximation
which uses the values of \(\mathcal {U}\) in the nodes only. Here \(c_{ijk}\) are weight coefficients which can be obtained after summation. Replacing \(\mathcal {U}(x^{(i)})\), \(\mathcal {U}(y^{(j)})\), and \(\mathcal {U}(z^{(k)})\) by their expressions by the strain measures, we get
In order to find the continuous counterpart of (43), we introduce fields
in which restrictions coincide with (35)–(37). As a result, we get a continuous counterpart of (43) given by the relation
This energy functional can be characterized within the micropolar elastic continuum model.
Following [30, 59], let us briefly recall the constitutive theory for micropolar solids. The kinematics is described by the fields
where \({\mathbf {x}}\) and \({\mathbf {X}}\) are the position vectors in current and reference placements, respectively, and \({\mathbf {Q}}\) is the microrotation tensor. The strain energy density of a 3D micropolar elastic body is given by
where the natural strain measures \({\mathbf {E}}\) and \({\mathbf {K}}\) are defined as follows:
where \({\mathbf {F}}\) is the deformation gradient and \(\nabla \) is the 3D Lagrangian nabla operator.
If we identify as previously \({\mathbf {x}}\) as \({\mathbf {r}}\) and \({\mathbf {Q}}\) as \({\mathbf {P}}\), we get relations between the couples \(\varepsilon _a\), \({\mathbf {k}}_a\) and \({\mathbf {E}}\), \({\mathbf {K}}\):
Obviously, these relations are straightforward generalizations of the 2D case considered above.
Thus the homogenized model of 3D elastic networks with rigid joints can be characterized as a micropolar elastic solid with the strain energy density given by
This constitutive relation inherits symmetry of the beam lattice. Indeed, according to [28] this material belongs to the class of micropolar solids with cubic symmetry.
It is worth noting that (48) has the form proposed for the nonlinear elasticity by Valanis and Landel [80]. So (33) and (48) can be treated as a generalization of the Valanis–Landel hypothesis for micropolar solids.
For example, considering (11) we get the following constitutive relations:
where \({\mathbf {C}}\) and \({\mathbf {G}}\) are the fourth-order tensors of elastic moduli given by
\(D_{pq}\) are the components of \({\mathbf {D}}\) in the basis \(\{{\mathbf {D}}_k\}\), and : stands for the double dot product defined as follows:
for any vectors \({\mathbf {a}}\), \({\mathbf {b}}\), \({\mathbf {c}}\), and \({\mathbf {d}}\).
6 Conclusions
In the paper, we discussed the governing equations for an elastic network which consists of flexible fibers undergoing large deformations. Here we restrict ourselves to networks with orthogonal fibers with rigid connections such that the fibers keep their orthogonality during deformations. Let us note that this assumption plays a key role in the analysis, as it gives the possibility to describe the rotations of the fibers using one rotation tensor. As similar assumption was used for the derivation of the micropolar beam model considering the homogenization of beamlike lattice structures by Noor and Nemeth [55, 56]. As a result, we came to a special case of micropolar materials with the strain energy density which inherits all properties of the fibers. Let us note that in the case of micropolar materials as for any generalized medium the derivation of the constitutive equations is a rather complex quest. In addition to rather rare direct experimental data, see, e.g., [46, 68], the homogenization of highly inhomogeneous materials brings us the constitutive equations of micropolar materials; see [6, 18, 19, 31, 35, 69] and the references therein. Here we also consider a certain type of homogenization for the finite deformations as we replaced the semi-discrete network by a homogeneous medium. The presented constitutive equations can also be treated as a generalization of the Valanis–Landel hypothesis [80] for the case of micropolar shells and solids. Relaxing the assumption of orthogonality, we can obtain more general models of the equivalent medium such as strain gradient and micromorphic ones; see, e.g., [16, 42, 65].
References
Antman, S.S.: Nonlinear Problems of Elasticity, 2nd edn. Springer, New York (2005)
Arora, A., Kumar, A., Steinmann, P.: A computational approach to obtain nonlinearly elastic constitutive relations of special Cosserat rods. Comput. Methods Appl. Mech. Eng. 350, 295–314 (2019)
Ashby, M.F.: The properties of foams and lattices. Phil. Trans. R. Soc. A. 364(1838), 15–30 (2006)
Beckh, M.: Hyperbolic Structures: Shukhov’s Lattice Towers-Forerunners of Modern Lightweight Construction. Wiley, Chichester (2015)
Belyaev, A.K., Eliseev, V.V.: Flexible rod model for the rotation of a drill string in an arbitrary borehole. Acta Mech. 229(2), 841–848 (2018)
Bigoni, D., Drugan, W.J.: Analytical derivation of Cosserat moduli via homogenization of heterogeneous elastic materials. J. Appl. Mech. 74(4), 741–753 (2007)
Bîrsan, M., Altenbach, H., Sadowski, T., Eremeyev, V.A., Pietras, D.: Deformation analysis of functionally graded beams by the direct approach. Compos. Part B Eng. 43(3), 1315–1328 (2012)
Burzyński, S., Chróścielewski, J., Daszkiewicz, K., Witkowski, W.: Geometrically nonlinear FEM analysis of FGM shells based on neutral physical surface approach in 6-parameter shell theory. Compos. Part B Eng. 107, 203–213 (2016)
Burzynski, S., Chróscielewski, J., Daszkiewicz, K., Witkowski, W.: Elastoplastic nonlinear FEM analysis of FGM shells of Cosserat type. Compos. Part B Eng. 154, 478–491 (2018)
Cazzani, A., Malagù, M., Turco, E.: Isogeometric analysis: a powerful numerical tool for the elastic analysis of historical masonry arches. Continuum Mech. Thermodyn. 28(1–2), 139–156 (2016)
Cazzani, A., Malagù, M., Turco, E.: Isogeometric analysis of plane-curved beams. Math. Mech. Solids 21(5), 562–577 (2016)
Chesnais, C., Boutin, C., Hans, S.: Effects of the local resonance in bending on the longitudinal vibrations of reticulated beams. Wave Motion 57, 1–22 (2015)
Chróścielewski, J., Makowski, J., Pietraszkiewicz, W.: Statyka i dynamika powłok wielopłatowych: Nieliniowa teoria i metoda elementów skończonych (in Polish). Biblioteka Mechaniki Stosowanej, Wydawnictwo IPPT PAN (2004)
Chróścielewski, J., Schmidt, R., Eremeyev, V.A.: Nonlinear finite element modeling of vibration control of plane rod-type structural members with integrated piezoelectric patches. Continuum Mech. Thermodyn. 31(1), 147–188 (2019)
De Silva, C.N., Whitman, A.B.: Thermodynamical theory of directed curves. J. Math. Phys. 12(8), 1603–1609 (1971)
dell’Isola, F., Steigmann, D.: A two-dimensional gradient-elasticity theory for woven fabrics. J. Elast. 118(1), 113–125 (2015)
dell’Isola, F., Steigmann, D., Della Corte, A.: Synthesis of fibrous complex structures: designing microstructure to deliver targeted macroscale response. Appl. Mech. Rev. 67(6), 060804 (2015)
Dos Reis, F., Ganghoffer, J.F.: Construction of micropolar continua from the asymptotic homogenization of beam lattices. Comput. Struct. 112, 354–363 (2012)
El Nady, K., Dos Reis, F., Ganghoffer, J.F.: Computation of the homogenized nonlinear elastic response of 2D and 3D auxetic structures based on micropolar continuum models. Compos. Struct. 170, 271–290 (2017)
Eliseev, V., Vetyukov, Y.: Effects of deformation in the dynamics of belt drive. Acta Mech. 223(8), 1657–1667 (2012)
Eliseev, V.V.: Constitutive equations for elastic prismatic bars. Mech. Solids 24, 66–71 (1989)
Eliseev, V.V.: Mechanics of Elastic Bodies. Politekhnical University, St. Petersburg (1996). (in Russian)
Eremeyev, V.A.: On characterization of an elastic network within six-parameter shell theory. In: Pietraszkiewicz, W., Witkowski, W. (eds.) Shell Structures: Theory and Applications, vol. 4, pp. 89–92. Taylor & Francis Group, London (2018)
Eremeyev, V.A., Altenbach, H.: Basics of mechanics of micropolar shells. In: Altenbach, H., Eremeyev, V.A. (eds.) Shell-Like Structures: Advanced Theories and Applications, pp. 63–111. Springer, Cham (2017)
Eremeyev, V.A., Cloud, M.J., Lebedev, L.P.: Applications of Tensor Analysis in Continuum Mechanics. World Scientific, London (2018)
Eremeyev, V.A., Lebedev, L.P., Altenbach, H.: Foundations of Micropolar Mechanics. Springer-Briefs in Applied Sciences and Technologies. Springer, Heidelberg (2013)
Eremeyev, V.A., Pietraszkiewicz, W.: Local symmetry group in the general theory of elastic shells. J. Elast. 85(2), 125–152 (2006)
Eremeyev, V.A., Pietraszkiewicz, W.: Material symmetry group of the non-linear polar-elastic continuum. Int. J. Solids Struct. 49(14), 1993–2005 (2012)
Ericksen, J.L., Truesdell, C.: Exact tbeory of stress and strain in rods and shells. Arch. Ration. Mech. Anal. 1(1), 295–323 (1958)
Eringen, A.C.: Microcontinuum Field Theory. I. Foundations and Solids. Springer, New York (1999)
Eugster, S., dell’Isola, F., Steigmann, D.: Continuum theory for mechanical metamaterials with a cubic lattice substructure. Math. Mech. Complex Syst. 7(1), 75–98 (2019)
Fleck, N.A., Deshpande, V.S., Ashby, M.F.: Micro-architectured materials: past, present and future. Proc. R. Soc. A Math. Phys. Eng. Sci. 466(2121), 2495–2516 (2010)
Gibson, L.J., Ashby, M.F.: Cellular Solids: Structure and Properties. Cambridge Solid State Science Series, 2nd edn. Cambridge University Press, Cambridge (1997)
Giorgio, I., dell’Isola, F., Steigmann, D.J.: Axisymmetric deformations of a 2nd grade elastic cylinder. Mech. Res. Commun. 94, 45–48 (2018)
Goda, I., Assidi, M., Belouettar, S., Ganghoffer, J.F.: A micropolar anisotropic constitutive model of cancellous bone from discrete homogenization. J. Mech. Behav. Biomed. Mater. 16, 87–108 (2012)
Graefe, R., Gappoev, M., Pertschi, O.: Vladimir G. Šuchov 1853–1939: die Kunst der Sparsamen Konstruktion. Deutsche Verlags-Anstalt, Stuttgart (1990)
Greco, L., Cuomo, M.: B-spline interpolation of Kirchhoff–Love space rods. Comput. Methods Appl. Mech. Eng. 256, 251–269 (2013)
Green, A.E., Laws, N.: A general theory of rods. Proc. R. Soc. Lond. Ser. A Math. Phys. Sci. 293(1433), 145–155 (1966)
Green, A.E., Naghdi, P.M., Wenner, M.L.: On the theory of rods. II. Developments by direct approach. Int. J. Solids Struct. 337(1611), 485–507 (1974)
Hans, S., Boutin, C.: Dynamics of discrete framed structures: a unified homogenized description. J. Mech. Mater. Struct. 3(9), 1709–1739 (2008)
Hodges, D.H.: Nonlinear Composite Beam Theory, Progress in Astronautics and Aeronautics, vol. 213. American Institute of Aeronautics and Astronautics, Reston (2006)
Hütter, G.: Homogenization of a Cauchy continuum towards a micromorphic continuum. J. Mech. Phys. Solids 99, 394–408 (2017)
Ieşan, D.: Classical and Generalized Models of Elastic Rods. CRC Press, Boca Raton (2009)
Kafadar, C.B.: On the nonlinear theory of rods. Int. J. Eng. Sci. 10(4), 369–391 (1972)
Kleiber, M., Wożniak, C.: Nonlinear Mechanics of Structures. Kluwer, Dordrecht (1991)
Lakes, R.S.: Experimental microelasticity of two porous solids. Int. J. Solids Struct. 22(1), 55–63 (1986)
Lebedev, L.P., Cloud, M.J., Eremeyev, V.A.: Tensor Analysis with Applications in Mechanics. World Scientific, London (2010)
Lee, J., Kim, J., Hyeon, T.: Recent progress in the synthesis of porous carbon materials. Adv. Mater. 18(16), 2073–2094 (2006)
Libai, A., Simmonds, J.G.: Nonlinear elastic shell theory. Adv. Appl. Mech. 23, 271–371 (1983)
Libai, A., Simmonds, J.G.: The Nonlinear Theory of Elastic Shells, 2nd edn. Cambridge University Press, Cambridge (1998)
Librescu, L., Song, O.: Thin-Walled Composite Beams: Theory and Application, Solid Mechanics and Its Applications, vol. 131. Springer, Dordrecht (2006)
Lurie, A.I.: Nonlinear Theory of Elasticity. North-Holland, Amsterdam (1990)
Mills, N.: Polymer Foams Handbook. Engineering and Biomechanics Applications and Design Guide. Butterworth-Heinemann, Amsterdam (2007)
Miśkiewicz, M.: Structural response of existing spatial truss roof construction based on Cosserat rod theory. Continuum Mech. Thermodyn. 31(1), 79–99 (2019)
Noor, A.K., Nemeth, M.P.: Analysis of spatial beamlike lattices with rigid joints. Comput. Methods Appl. Mech. Eng. 24(1), 35–59 (1980)
Noor, A.K., Nemeth, M.P.: Micropolar beam models for lattice grids with rigid joints. Comput. Methods Appl. Mech. Eng. 21(2), 249–263 (1980)
Phani, A.S., Hussein, M.I.: Dynamics of Lattice Materials. Wiley, Chichester (2017)
Pietraszkiewicz, W.: The resultant linear six-field theory of elastic shells: what it brings to the classical linear shell models? ZAMM 96(8), 899–915 (2016)
Pietraszkiewicz, W., Eremeyev, V.A.: On natural strain measures of the non-linear micropolar continuum. Int. J. Solids Struct. 46(3–4), 774–787 (2009)
Pietraszkiewicz, W., Konopińska, V.: Junctions in shell structures: a review. Thin Walled Struct. 95, 310–334 (2015)
Pipkin, A.C.: Some developments in the theory of inextensible networks. Quart. Appl. Math. 38(3), 343–355 (1980)
Pipkin, A.C.: Equilibrium of Tchebychev nets. Arch. Ration. Mech. Anal. 85(1), 81–97 (1984)
Pipkin, A.C.: Network theory. In: Spencer, A.J.M. (ed.) Continuum Theory of the Mechanics of Fibre-Reinforced Composites, pp. 267–284. Springer, New York (1984)
Pshenichnov, G.I.: A Theory of Latticed Plates and Shells. World Scientific, Singapore (1993)
Rahali, Y., Giorgio, I., Ganghoffer, J.F., dell’Isola, F.: Homogenization à la Piola produces second gradient continuum models for linear pantographic lattices. Int. J. Eng. Sci. 97, 148–172 (2015)
Rivlin, R.S.: Networks of inextensible cords. In: Barenblatt, G.I., Joseph, D.D. (eds.) Collected Papers of R.S. Rivlin, vol. 1, pp. 566–579. Springer, New York (1997)
Rubin, M.B.: Cosserat Theories: Shells, Rods and Points. Kluwer, Dordrecht (2000)
Rueger, Z., Lakes, R.S.: Experimental Cosserat elasticity in open-cell polymer foam. Philos. Mag. 96(2), 93–111 (2016)
Rueger, Z., Lakes, R.S.: Strong Cosserat elasticity in a transversely isotropic polymer lattice. Phys. Rev. Lett. 120(6), 065501 (2018)
Shirani, M., Luo, C., Steigmann, D.J.: Cosserat elasticity of lattice shells with kinematically independent flexure and twist. Continuum Mech. Thermodyn. 31(4), 1087–1097 (2019)
Simmonds, J.G.: A Brief on Tensor Analysis, 2nd edn. Springer, New York (1994)
Soleimani Dorcheh, A., Abbasi, M.: Silica aerogel; synthesis, properties and characterization. J. Mater. Process. Technol. 199(1), 10–26 (2008)
Steigmann, D.J.: Continuum theory for elastic sheets formed by inextensible crossed elasticae. Int. J. Non-Linear Mech. 106, 324–329 (2018)
Steigmann, D.J.: Equilibrium of elastic lattice shells. J. Eng. Math. 109(1), 47–61 (2018)
Steigmann, D.J., dell’Isola, F.: Mechanical response of fabric sheets to three-dimensional bending, twisting, and stretching. Acta Mech. Sin. 31(3), 373–382 (2015)
Steigmann, D.J., Pipkin, A.C.: Equilibrium of elastic nets. Philos. Trans. R. Soc. Lond. A Math. Phys. Eng. Sci. 335(1639), 419–454 (1991)
Svetlitsky, V.A.: Statics of Rods. Springer, Berlin (2000)
Truesdell, C., Noll, W.: The Non-linear Field Theories of Mechanics, 3rd edn. Springer, Berlin (2004)
Turco, E.: Discrete is it enough? The revival of Piola-Hencky keynotes to analyze three-dimensional elastica. Continuum Mech. Thermodyn. 30(5), 1039–1057 (2018)
Valanis, K.C., Landel, R.F.: The strain-energy function of a hyperelastic material in terms of the extension ratios. J. Appl. Phys. 38(7), 2997–3002 (1967)
Vetyukov, Y.: Nonlinear Mechanics of Thin-Walled Structures: Asymptotics, Direct Approach and Numerical Analysis. Springer, Vienna (2014)
Vetyukov, Y.: Non-material finite element modelling of large vibrations of axially moving strings and beams. J. Sound Vibr. 414, 299–317 (2018)
Vetyukov, Y., Oborin, E., Scheidl, J., Krommer, M., Schmidrathner, C.: Flexible belt hanging on two pulleys: contact problem at non-material kinematic description. Int. J. Solids Struct. 168, 183–193 (2019)
Wilson, E.B.: Vector Analysis. Founded Upon the Lectures of G. W. Gibbs. Yale University Press, New Haven (1901)
Witkowski, W.: 4-node combined shell element with semi-EAS-ANS strain interpolations in 6-parameter shell theories with drilling degrees of freedom. Comput. Mech. 43, 307–319 (2009)
Wożniak, C.: Lattice Surface Structures. PWN, Warsaw (1970). (in Polish)
Author information
Authors and Affiliations
Corresponding author
Additional information
In memory of Prof. Vladimir V. Eliseev
Publisher's Note
Springer Nature remains neutral with regard to jurisdictional claims in published maps and institutional affiliations.
The author acknowledges the support of the Government of the Russian Federation (Contract No. 14.Z50.31.0046).
Rights and permissions
Open Access This article is distributed under the terms of the Creative Commons Attribution 4.0 International License (http://creativecommons.org/licenses/by/4.0/), which permits unrestricted use, distribution, and reproduction in any medium, provided you give appropriate credit to the original author(s) and the source, provide a link to the Creative Commons license, and indicate if changes were made.
About this article
Cite this article
Eremeyev, V.A. Two- and three-dimensional elastic networks with rigid junctions: modeling within the theory of micropolar shells and solids. Acta Mech 230, 3875–3887 (2019). https://doi.org/10.1007/s00707-019-02527-3
Received:
Revised:
Published:
Issue Date:
DOI: https://doi.org/10.1007/s00707-019-02527-3