El objeto de la presente monografía es el de presentar una metodología novedosa para el cálculo de estructuras de hormigón posteso, basada en las posibilidades que brinda el uso de la teoría Serie Paralelo para la modelización de materiales compuestos. Se exponen, así mismo, las ventajas de esta metodología frente a los mecanismos actuales de cálculo que aparecen en los estándares de diseño de estructuras y aquellos otros basados en la simulación numérica a través del método de elementos finitos (MEF).
La teoría Serie Paralelo permite la modelización individualizada de los materiales componentes, actuando como una gestora de modelos constitutivos con el objetivo de simular el comportamiento del material compuesto en cuestión. Se modela el hormigón pretensado como un material compuesto de fibras largas en que la orientación de la fibra la marca el tendón de acero.
Así pues, se puede usar el modelo constitutivo que más convenga para la matriz  hormigón (modelo de daño isótropo) y para la fibra  acero (modelo de viscoelasticidad) logrando gran nivel de detalle en la microescala. El ánalisis se fundamenta en el MEF, que combinado con la teoría Serie Paralelo permite abordar estructuras de gran envergadura y adaptándose a los requerimientos geométricos específicos en cada caso.
Se incluyen tres ejemplos de aplicación de la metodología presentada, los cuales pretenden servir de validación y demostrar el potencial de cálculo de la misma. En los dos primeros casos se analizan dos vigas isoestáticas que permiten la comparativa con los resultados que se obtienen del ánalisis mediante métodos analíticos y, en el tercer caso se presentan los resultados de un Benchmark en el cual se ha trabajado en los últimos meses en que se estudia el comportamiento de un modelo a escala de un edificio de contención de una central nuclear.
The main objective of this monograph is to present a novel methodology for the analysis of posttensioned concrete structures, based on the potential offered by the use of the SerialParallel Rule of Mixtures when modelling composite materials. The advantages of this methodology are studied in comparison to the available approaches, i.e. the formulation proposed by the standards used in the design of structures and the mechanism used in numerical simulation based on the finite element method (FEM).
The SerialParallel Rule of Mixtures allows the modelization of each component material in depth, working as a constitutive model manager in order to simulate the composite material being studied. The prestressed concrete is modelled as a composite material with long fibres where the fibre orientation is defined by the steel tendon direction.
Therefore, the most suitable constitutive model can be used in each case. In the present monograph this is: for the matrix  concrete an isotropic damage model and for the fibre  steel a viscoelasticity model, achieving an extraordinary accuracy in the microscale. The analysis is based on the FEM, which combined with the SerialParallel Rule of Mixtures theory allows the study of largescale structures, taking into account the specific geometric requirements of the construction.
Three application examples are included which are used for validating the methodology and the potential of this approach. The first two cases are two isostatic beams that allow the comparison with the results obtained through the study using analytical methods. Finally, the third case shows the results obtained recently for the analysis of a Benchmark, in which the behaviour of a mockup of a reactor containment building has been studied.
Al equipo del proyecto ANAV. Éste es el fruto de más de un año de trabajo, que nos ha convertido en lo que somos, una familia
In the last decades engineering researchers have bet on the use of numerical modelling as a recurring tool for their work. Computational calculation improvements have set the suitable scenario for a prompt development, achieving a wide range of useful techniques which can be applied in many fields, from structures to agriculture engineering or soil mechanics.
The Finite Element Method (FEM) [1] is one of the most well known computational techniques and it will be of interest for the purpose of the monograph. However, there are other methodologies such as the Finite Difference Method (FDM), the Discrete Element Method (DEM) [2,3], the Particle Finite Element Method (PFEM) [4] or the Multiscale Analysis [5] that are also widely extended.
Thanks to the application of FEM in the structural analysis scope, a deeper assessment of the structure can be driven compared to those obtained using conventional techniques, which include notorious geometric and constitutive simplifications. Despite this, the results obtained from numerical modelling strongly depend on the model quality and on the veracity of the implemented attributes, i.e. boundary conditions, applied loads and material properties..
According to this, complex structures with singular areas, material heterogeneities, nonlinear behaviours, etc. require more sophisticated models that could bring suitable results.
Posttensioned reinforced concrete elements are an example of this. Their behaviour is controlled by the three materials that conform the structure, i.e. concrete, reinforcing steel and prestressing steel. Codes and standards [6] provide sufficient guidance to carry out the design and validation of a multiple number of cases, but the applicability of the proposed formulation becomes questionable when the studied element has not a simple geometry. Numerical modelling is then used.
The present monograph aims to introduce a new approach that increases the range of structures that can be analysed and solves many of the problems that other techniques have (see Section 2). This is the study of posttensioned structures by means of a serialparallel rule of mixtures (SP RoM) [7,8,9].
The document is divided in two main sections. In the first one, the theoretical bases are introduced in order to fully comprehend the mechanisms that govern the proposed method. Thus, a brief presentation of the FEM is done, paying special attention to the 3D formulation and then the SP RoM bases are introduced.
The second part is centred on verifying the robustness and accuracy of the approach through several cases. The complexity of these examples progressively increases from a straight rectangular beam to a real structure. Thus, the initial cases will be useful to compare those results that could be calculated using analytical techniques and the ones obtained with the computational mechanisms introduced in the monograph. And the last examples will be useful to exemplify the full potential of the technique using a real structure.
Prestressed concrete appeared at the beginning of the twentieth century when high resistance concrete and steel were available. The function of that new material was to solve the cracking problems that the reinforced concrete structures had [10].
Eugene Fryssinet is considered the father of this material which quickly became popular in France and Germany. It was after Second World War when its uses expands all around the world and started competing with great magnitude steel structures. Nowadays prestressed concrete is used in a wide range of structures like braces, railway sleepers, bridges, slabs, runways, reactor containment buildings, etc. This generalised use accentuates the priority of having the correct tools to evaluate these structures.
National and international standards such as EHE08 [6], EC2 [11] or BPEL [12] propose their own procedure that helps the engineer at the design and/or at the analysis stage of the prestressed concrete structure. The methodology presented is similar in all of them and works through the analysis of the structure critical sections at Ultimate Limit State (ULS) (Figure 1). The prestressing steel effect is included in the section equilibrium equations (Equation 2.1 and 2.2) as a force applied at the tendon position and a bending moment, if needed, that accounts for hyperstatic effects [13].
Figure 1: Section analysis 

(2.1) 

(2.2) 
The rectangular section represented in Figure 1 and analysed in Equations 2.1 and 2.2 corresponds to the midspan of a simple supported beam. Only prestressing steel and tensile reinforcing steel has been considered and the final equation has been written in the format that EHE08 proposes for reinforced concrete rectangular sections subjected to flexure (EHE08, Anejo 7. Cálculo simplicado de secciones en Estado Lite de Agotamiento frente a solicitaciones normales [6]) where and are acting forces on the beam section, i.e. the prestressing force and the bending moment due to external forces, respectively, , and are the resulting efforts due to external action, i.e. the compression in concrete due to and the resulting tension in reinforcing and prestressing steel respectively, , and are the strengths of concrete in compression, reinforcing steel and prestressing steel, respectively, and are notation parameters used in the same way that EHE08 and the other variables are geometric parameters defined in Figure 1. The analysis would be complete when all the efforts have been studied, i.e. bending, shear and axial analysis.
Alternatively, codes provide stress limits at section level that must be respect for the design. These limits are grouped at Magnel equations (Equations 2.3, 2.4, 2.5 and 2.6) [14] which create the space of feasible solutions for a specified tendon geometry on elastic analysis. This theory has been already extended to nonlinear behaviour needed when studying partially prestressed concrete sections [15].
Stress at transfer

(2.3) 

(2.4) 
Stress at service

(2.5) 

(2.6) 
In these equations, the stress is computed at the top and the bottom of the studied concrete section () and at transfer or service (), i.e. generated by the prestressing force factorized using and the corresponding bending moment and it is compared with the specific concrete strength in each case. The other parameters are geometric variables: the section inertia (), the section area () and the distance between the studied extreme of the section (top or bottom) and the neutral axis, i.e. and . And all them considering the net area or the full concrete.
In addition to the section equilibrium done at ULS, Service Limit State (SLS) is also checked at the codes approach. In fact, posttensioned concrete structures are usually designed according to a limit in the maximum crack width () as shown in Table 2.1 obtained from EHE08 and EC2.
In all the cases, the parameter that governs the design of a structure is the prestressing force value at the studied section. Codes provide the needed formulation that transforms the initial force applied at the anchorage area into the one transmitted along the studied element, i.e. prestressing losses calculation of posttensioned elements [11,6,12].
EHE 08  
Reinforced members (quasipermanent load combination)  Prestressed members (frequent load combination)  
0.4  0.2  
IIa, IIb, H  0.3  0.2 
IIIa, IIIb, IV, F, Qa  0.2  Decompression 
IIIc, Qb, Qc  0.1  
EC2  
Reinforced members and prestressed members with unbounded tendons (quasipermanent load combination)  Prestressed members with bounded tendons (frequent load combination)  
0.4  0.2  
XC2, XC3, XC4  0.3  0.2 
XD1, XD2, XD3, XS1, XS2, XS3  Decompression 
Immediate losses are those generated during the application of the prestressing force and at the wedge blocking operation. These losses have different origin and are studied independently, differentiating between:

(2.7) 
The variables that control force losses in Equation 2.7 are and . This evidences the existence of two kind of friction that have different nature. is related to the contact produced at curve zones of the tendon path and therefore it appears next to , that is the total angular displacement. On the other hand, is related to a friction produced by an unintentional angular displacement at straight areas of the tendon path and so it is proportional to the length (Figure 2).
Values for these two parameters are obtained experimentally. Standards provide their own proposal depending on the type of steel that is used, the kind of bounding that is used, the duct diameter, etc. (Figure 3).
] 
Figure 2: Graphical description for coefficient [10] 
] 
Figure 3: and values from the American Concrete Institue (ACI 31805) [16] 
Equation 2.7 is usually applied discreetly at sections with curvature changes and then these values are linearly interpolated for the whole structure. A visual example that helps to fully comprehend the result that could be obtained using the previous expression is shown at Figure 4, where the prestressing force distribution after friction losses is drawn for a threespan continuous beam.
] 
Figure 4: Prestressing force distribution after friction losses [10] 

(2.8) 
Where and are the prestressing steel total area and longitudinal elastic modulus, is the pullin at wedge blocking and is the tendon length. Considering that the function that describes the force loss due to wedge blocking behaves in the same way than the one used for friction losses (Figure 5), then Equation 2.8 can be rewritten as:

(2.9) 
] 
Figure 5: Prestressing force redistribution after wedge blocking [17] 
Standards provide formulas with similar format to Equation 2.10, which consider that concrete deformations remain in the elastic domain.

(2.10) 
Where and are again the prestressing steel total area and the longitudinal elastic modulus, is the concrete elastic modulus at the age that tension operations take place, is the variation of concrete stress at the centre of gravity of the tendons applied at time and is a coefficient equal to as shown by Aguado, Mirambell, Murcia and Marí (1983) [18] that can be approximated to when the number of tendons, , is high.
According to Murcia, Aguado and Marí (1993) [10] and the EHE08 [6], value can be computed as and should be checked the transfer state where only prestressing force and self weight are applied because this situation could be more restrictive [10].
The formulas introduced in this section are valid only for posttensioned concrete structures, which are the object of study of this monograph. Pretensioned concrete structures are treated in a different way.
Once the prestressing operations have taken place, rheological mechanisms start to develop which lead to a generalised stress loss in the prestressing system. These procedures are known as time dependent losses, which are originated by creep and shrinkage at concrete and relaxation at the prestressing system.
The incorporation of these mechanisms into the structure analysis is complex due to the existing interdependence between them, e.g. shrinkage generates stress losses that affect creep and steel relaxation procedures. In practice standards try to simplify these calculations by uncoupling the mechanisms and study them independently [12] or by using specific formulation depending on the structure conditions [19]. EC2 and EHE08, for example, propose a simplified method based on the ageing coefficient ():

(2.11) 
Where:
The use of numerical techniques in the structural analysis field has provided researchers a powerful tool that permits a global study of the structure. The accuracy level that these methodologies can achieve and the potential for solving complex cases make them attractive for many research lines.
Despite this, these computational techniques have also drawbacks. Therefore, it is important to know when to use them and which is the best type of analysis to be performed. For example, regions with discontinuities in geometry or actions, also known as Dregions [11,6], not necessarily have to be designed using a finite element (FE) model, strudandtie method [20] can be used instead. Another example is the case of bridges. For these structures it is not always needed a 3D FEM design, many bridge decks have been designed using simplified methodologies such as the Grillage method [21].
Prestressed concrete structures can be studied using the FEM and the interest on its use increases as the structure becomes more complex. There is no standardised procedure for the analysis of these structures, research papers can show the wide range of options that exist [22,23,24,25]. The difficulties that arise from their analysis are originated by the coexistence of three different materials: concrete, reinforcing steel and prestressing steel.
While the concrete modelization is similar in all cases, the way that strands and tendons are included in the FE analysis make the difference between the existing approaches. Some of these are:
The use of 3D elements for the prestressing steel modelization (see Figure 6) is used mainly in pretensioned beams [25] where one of the main stress transfer mechanisms between strands and concrete (Hoyer effect [26]) is also of 3D nature.
] 
Figure 6: Tendon modelization using 3D solid elements [25] 
Modelling through 3D elements introduces the need for using rectangular equivalent cross section for the prestressing steel but this allows an easy optimization of the contact between concrete and steel elements.
The use of this modelization scheme restricts the range of structures that can be studied. In fact, only construction with straight tendons are valid for this approach, i.e. only pretensioned structures or simple posttensioned ones.
This is probably the most extended option when using FEMs. In this case, tendons are simulated using trusses, which are linked somehow to the 3D FE mesh of the structure and the prestressing effect is considered as an imposed strain to the bar elements.
At the beginning, this methodology was only used in small structures because it had a big restriction: the FE mesh depended on the trusses path. This was because the methodology took into account the tendons effect by coupling the strengths of the prestressing steel and the concrete at the FE mesh nodes [22,23,24].
Building a mesh adjusted to the tendons path is only possible in those cases where there are few tendons or when their geometry is simple, therefore this technique could not be used in most of the real life scenarios.
Despite this, it exists an approach introduced by the commercial code Abaqus [27] that solves this big restriction. It is currently used in most of the prestressed concrete simulations and it is based on the so called embedded elements [28].
] 
Figure 7: Abaqus example of an embedded element [28] 
Figure 7 shows an example of two embedded elements. This approach constrains the degrees of freedom of the embedded element to the closest nodes of the hosting element using weight factors, which are determined based on their geometric location. This technique is not limited to truss elements. It can be used for membranes for example.
In spite of this improvement, the procedure has limitations. This is, in fact, an interpolation technique, where the results obtained in the analysis for the 3D FE mesh are used to compute results for the embedded elements. In the scenario of prestressed concrete structures, where the nonlinear behaviour of concrete and the time dependent mechanisms of prestressing steel have to be considered, the use of this approach only solves partially the problem and there are still things to improve.
Figure 8a shows an example of a structure solved using Abaqus embedded elements.
This last approach is usually applied for big structures where using the other techniques is not feasible. In these cases, tendons are introduced in the analysis as embedded reinforcement, i.e. the prestressing steel only appears in the analysis as an increment of the strength of the concrete FE. Therefore, this methodology introduces big simplifications in the analysis and has to be used carefully.
In fact, this approach is commonly used in current analysis to account for the reinforcing steel effect. In real prestressed concrete structures, this material is distributed more or less uniformly in specific directions (longitudinal rebars and shear reinforcement), which constitutes the perfect scenario to apply this approach.
This is the strategy followed by Tavakkoli, Kianoush et al. (2017) [24] for the analysis of the reactor containment building shown in Figure 8b.
]  ] 
(a) FE mesh of a containment building analysed using Abaqus [23]  (b) Containment building model where truss smeared elements are used for rebars [24] 
Figure 8: Examples where tendons and reinforcement have been modelled using truss elements 
This section intends to introduce the FEM, which is used as a base for the application of the SP RoM. In particular, the text will be focused on the development of the threedimensional formulation using an elastic constitutive model.
The FEM is a numerical method used in the analysis of structures to give an approximate solution to the differential equations that govern the problem. The use of this technique allows obtaining a continuum solution and therefore, getting a global vision of the structural behaviour. This is very attractive for studying the response of complex areas, e.g. Dregions or full structures with nonintuitive behaviour.
This methodology is build around the concept of FEs. These should be understood as each division in which the structure is split and analysed. Depending on the analysis nature, FEs can be 1D (truss elements), 2D (triangular or quadrilateral elements) or 3D (tetrahedral or hexahedral elements) (Figure 9). For the development of the approach introduced at this monograph, hexahedral elements are needed, therefore the formulation presented in this section is the one used for 3D problems.
(a) Bridge modelled using truss elements  
(b) Dam mesh using triangle elements  (c) Dam mesh using tetrahedral elements 
Figure 9: Examples of the type of mesh that can be build using the FEM 
In the end, the FEM solves the whole structure working through many simple element equations over many small domains, i.e. the FEs. The procedure followed while performing a simulation using the FEM can be summed up in the following steps [29,30]:
Once the general procedure has been introduced, it is important to go in depth with the 3D formulation and introduce the main concepts that are relevant for the monograph.
The use of a 3D analysis using the FEM is usually related to the impossibility of using less costly procedures. This is the case of structures with irregular shapes and situations where the load patterns are arbitrary or the material properties are heterogeneous (Figure 10). In general, this is the case of posttensioned concrete structures. Thus, the understanding of the subsequent formulation is essential for the progress of this dissertation.
] 
Figure 10: Structures which require a 3D analysis [1] 
Isotropic elasticity theory is used at this stage in order to facilitate introducing the 3D formulation although any other constitutive model could have been used instead.
Before dealing with the equations derived from the FEM, the formulas that control the 3D elasticity problem must be introduced.
In a 3D solid, the movement description of any point that belongs to that solid is done through the three components of the displacement vector:

(3.1) 
Where , and are the displacement components of vector in the directions of a cartesian reference system , and , respectively.
The strain field is then defined through the six strain components of the 3D elasticity:

(3.2) 
Where , and are the normal strains and , and are the tangential strains. These can be written in terms of the displacement vector components as shown in Equation 3.2.
Likewise, stress field can be defined through the six stress components as:

(3.3) 
Where , and are the normal stresses and , and are the tangential stresses defined according to the sign criterion shown in Figure 11.
] 
Figure 11: Sign criterion for the stresses in a 3D solid [1] 
Finally, the relation between the strain and stress fields is expressed through a constitutive equation. In terms of isotropic elasticity this relationship can be written as:

(3.4) 
Where the isotropic constitutive matrix () depends only on two material parameters, i.e. the Young modulus () and the Poisson's ratio (). Therefore, the symmetric tensor is given by:

(3.5) 
And the initial strain vector () due to thermal strains is:

(3.6) 
Equilibrium is guaranteed through the PVW [1] expression that for 3D solids is:

(3.7) 
Where and are respectively the virtual strains and virtual displacements, and are respectively the volume and the surface in which the body forces () and the surface tractions () are applied and are the point loads acting at node . It is important to notice that continuity is required for the finite element approximation because only first derivatives of the displacement are involved in Equation 3.7.
Once the equilibrium expression has been defined and all the involved variables have been introduced analytically, the FEM can be applied. For the purpose of this tmonograph, hexahedral elements are used and so it is interesting to present the finite element formulation using these elements.
There are several type of hexahedral elements but the current code used to run the methodology presented in this monograph is prepared to work using 8noded linear hexahedras (Figure 12).
] 
Figure 12: Example of a 8noded hexahedra with linear shape function [1] 
Shape functions () are polinomial interpolating functions defined over the domain of each element in the FE mesh that take the value one at node and zero at all other nodes. Therefore, Equation 3.11 satisfies .
For 8noded linear hexahedra, the nodal shape function can be written as:

(3.8) 
Where are the natural coordinates as shown in Figure 13. This expression satisfies the two necessary conditions of a shape function: condition of nodal compatibility (Equation 3.9) and rigid body condition (Equation 3.10).

(3.9) 

(3.10) 
Further details about the procedure to be followed when obtaining shape functions can be found in specialised bibliography [29,1].
] 
Figure 13: Example of a generic hexahedra FE and its normalized geometry [1] 
Considering a 3D solid discretized into 8noded hexahedras, the displacement field within each element can be expressed as:

(3.11) 
Where

(3.12) 
and

(3.13) 
are the shape function matrix and the displacement vector for each element and a node .
The new expression for representing the strain field in terms of the FEM is obtained combining Equation 3.2 and Equation 3.11. The result is:

(3.14) 
Where is the element strain matrix that can be written as:

(3.15) 
and is the strain matrix of the node :

(3.16) 
Obtaining the shape function derivatives with respect to cartesian coordinates requires the use of the chain rule because they are expressed in normalized coordinates.
Finally, the PVW expression (Equation 3.7) can be written using the described formulas (Equations 3.8 to 3.16). Therefore:

(3.17) 
Where it has been taken into account that virtual strain and virtual displacement are:

(3.18) 
Equation 3.17 sets the equilibrium of internal and external forces at each element. is the internal nodal force vector for the element and the term is the external load vector, which gives the information of the forces applied in each element . Thus, this expression is equivalent to . Finally, is the vector of equilibrating nodal forces, i.e. it has the information that guarantees the equilibrium of each element. Therefore, when the assembling is done it only contains the information related with the reaction forces.
Equation 3.17 can be rewritten as a system of equations considering the relation between strain and stress given by Equation 3.4:

(3.19) 
Using the stiffness matrix () and the equivalent force vector () concepts, this equation is equivalent to:

(3.20) 
Where:

Equation 3.20 sets the problem to be solved element by element and the global linear system of equation:

(3.21) 
can be obtained assembling the and contributions.
At this stage of the analysis, the system of equations must be solved in order to finally obtain the strain values, the stress values, etc. at the studied structure. The procedure to be followed now depends on the type of analysis performed: linear or nonlinear.
Prestressed concrete structures are a clear example of nonlinear behaviour. The main procedures that can drive the structure in this range are related with the material degradation (damage in concrete, plasticity in steel, etc.) and the unavoidable changes that take place with time (creep, stress relaxation in prestressing steel, etc.). Therefore, for the purpose of this monograph, a strategy to solve nonlinear systems of equations must be followed.
In these problems, the existence and uniqueness of the solution is not guaranteed. This makes it necessary to use an approach that follows the equilibrium path by using incrementation or continuity, which gives more information on the mechanical behaviour of the system and it also helps tracing the equilibrium path near critical points and facilitates convergence.
There are several techniques that can be used in order to solve a nonlinear system of equations, which can be classified in explicit or implicit methods. For the purpose of this monograph an implicit approach has been used due to the robustness and the stability of these mechanisms: the NewtonRaphson technique [32].
This iterative method assumes that, in a static analysis, the equilibrium equation has the general form:

(3.22) 
Where and are the internal and external force vectors that have already been introduced.
Equation 3.22 is the objective function and thus, the algorithm will iterate until this condition is reached. This expression can be written using the Taylor approximation series truncated at the second term:

(3.23) 
Where represents the iteration counter and is the current time. This is solved inverting the Jacobian operator:

(3.24) 
The Jacobian matrix is the tangent stiffness matrix if the problem is static, which is linear, i.e. .
Finally, the displacement at the end of each iteration is written as:

(3.25) 
Figure 14 shows an overview of what the NewtonRaphson is doing at each step of the calculation.
] 
Figure 14: NewtonRaphson technique scheme [32] 
This method has quadratic convergence which is really helpful for the calculation but it also has some drawbacks that must be considered:
Now that the algorithm applied at the analysis of the prestressed concrete structure, the FEM, has been introduced, it is important to establish how the structure is considered within the study. This is done through the SerialParallel Rule of Mixtures (SP RoM). While the origin of this technique dates back to the end of the nineteenth century, its use in the assessment of prestressed concrete structures is novel.
In this section, the bases of the methodology will be introduced in order to fully comprehend the procedure followed during the structural modelization. Furthermore, this will show the potential of the algorithm in comparison with the procedures introduced in Chapter 2.
Nowadays, there are several techniques that allow the modelization of composite materials. These differ among them in terms of the scale used, giving rise to micromechanic, macromechanic or homogenization methods [8].
The SP RoM can be included in the category of MicroMechanic Methods, specifically it can be catalogued as a Mean Field Method (MFM). It is the result of a century of evolution of the original idea but the bases have the essence of these methodologies. MicroMechanic Models study the strain and stress fields at a microscale level in order to build the constitutive laws and MFMs add to this conception the fact that:
The origin of the RoM theory is attributed to Voigt [33] and Reuss [34] who developed a methodology for computing the elastic properties of a composite material. The procedure was quickly extended to the calculation in the nonlinear domain [35,36]. At that stage, the RoM depended only on one micromechanical property, the volumetric contribution of each component in relation to the whole composite material. This was the only variable when computing global properties from the ones calculated for the material constituents.
This approach evolved in 1960 towards a new version of the RoM known as Classical Mixing Theory (CMT). This new approach allowed the analysis of composite structures at the nonlinear domain. Despite this, it had a big limitation: the isostrain hypothesis, i.e. all the coexisting materials in a point of the composite were subjected to the same strain field (pure parallel behaviour).
This limitation could be overcome by using a mixture of the isostrain condition (pure parallel behaviour) and the isostress condition (pure serial behaviour), which would had allowed the simulation of the real behaviour of the composite material. This change was not made effective until the end of 90's, leading to the SP RoM. The version of the methodology used in this monograph is the consequence of twenty years of evolution of the theory [37,8].
The formulation presented in this section will be of assistance in order to understand how composite properties can be obtained from the components properties. Despite this, these equations are only valid for the case of small strains.
Notice that the SP RoM is a MFM and therefore, the strain and stress values calculated here are always mean values of these fields:

(4.1) 
Where is the reference frame of the composite material. Despite this, the subsequent formulation takes for granted this fact and omits the use of to indicate the mean value condition of the variable.
The compatibility conditions [7] are the starting point for the development of the SP RoM theory. These are derived from the compatibility conditions demanded in the CMT and defined by Trusdell and Toupin [38]. These are needed to build the formulation that allows coupling the constitutive behaviour of simple materials modelled with any constitutive law. The compatibility conditions are:
These conditions show something that has been introduced before, that the composite material behaviour depends on the direction.
When defining the serial and parallel directions that control the composite behaviour, it is important to know which composite material is being modelled. Depending on their topology, composite materials can be classified as [37]:
Therefore, prestressed concrete can be studied as a composite material with long fibres, where the fibres are the prestressing steel and the matrix is the concrete. In these cases, the direction that determines the parallel behaviour corresponds to the one set by the fibres. In a real structure modelled using the FEM, this is imposed element by element. Mathematically, the parallel direction is defined using the vector that is oriented along the material fibre:

(4.2) 
Where is the base vector that defines locally the parallel behaviour at the studied element and is the second order parallel projector tensor, which is used when obtaining the projection in the fibre direction of a vector :

(4.3) 
The reference frame is completed with the base vectors and that define the serial behaviour. It is important to notice that for this case the parallel behaviour is imposed just in one direction, i.e. . This only happens in composite materials with long fibres, but can be extended to two dimensions (laminar materials) or to the three dimensions (full parallel behaviour, i.e. CMT approach) or changed to a full serial behaviour.
Using the tensor, the parallel and serial components of the strain and stress fields can be calculated. This is done defining the fourth order parallel projector :

(4.4) 
and the fourth order serial projector :

(4.5) 
Now the parallel and serial components of the strain (Equation 4.6) and stress (Equation 4.7) fields are defined as:

(4.6) 

(4.7) 
These decompositions of the stress and the strain fields drive to a serial and parallel description of the constitutive fourth order tensor, :

(4.8) 
Where:

(4.9) 
Finally, Equation 4.5 shows that the parallel and serial decompositions are complementary. This can be extrapolated to strain and stress field as:

(4.10) 

(4.11) 
The general expressions presented before are needed in the SP RoM to describe the behaviour at all scales, i.e. they are used to describe the behaviour of the whole composite material (), but also the matrix () and the fibre () components.
Using the compatibility conditions written above, the following expressions can be derived for a composite material with only two components: fibre and matrix.

(4.12) 

(4.13) 

(4.14) 
Equation 4.12 expresses mathematically what is set in compatibility condition 2. and are coefficients that reflect the volumetric contribution of each component and therefore, verify the condition . On the other hand, equations 4.13 and 4.14 represent the compatibility conditions 5 and 6, respectively. Furthermore, it is important to keep in mind that the condition 2 is still prevailing. Thus:

(4.15) 

(4.16) 
The SP RoM formulation is strain driven [8,9], this means that the problem is controlled by the strain field, which is the independent driving variable. Therefore, the current state at a point in any of the component materials that constitute a twophased composite (fibre and matrix) is completely defined just with:
This can be expressed as:

(4.17) 
Thus, for the composite material the problem is governed by the cartesian product of the two sets and :

(4.18) 
And the composite mean strain ().
At this stage, the SP RoM has allowed the description of the existing relations between the components and the composite material. Despite this, the set of equations described at this point are insufficient to build the system of equations that allows the study of the composite element, which is controlled by the set of variables described in Equation 4.18 and . The equations missing are those that capture the interaction between the component materials, i.e. the closure equations:

(4.19) 
The closure equations are specific for each problem and are used to simulate phenomenons like the debounding or the fibre pullout [8,9].
An example of appropriate closure equation for long fibre composites (LFC) is the one used in the SerialParallel Basic model (SPB model) [8]. This equation is independent of the internal variables of each component and and can be written as:

(4.20) 
There are other closure equations that can be used instead but, the simplicity of this one has generalised its use for the composite materials analysis. Despite this, it is important to be aware of the limitations of this approach, produced by the isostress condition in the serial direction which leads to inaccurate predictions of the transversal stiffness.
Now the system of equations that controls the composite behaviour is completed [8,9]:

(4.21) 
Where the first four expressions correspond to the constitutive models of the component materials. These reflect the stress and the internal variables evolution in terms of the independent variables (Equation 4.17).
Now that the driving variables that define the problem (Equation 4.18) and the set of equations that govern it (Equation 4.21) are known, the problem statement can be formulated [8] as follows: 'Knowing the driving variables at time :

(4.22) 
and the composite material strain at time :

(4.23) 
find out the updated state for composite at time , defined by the variables:

(4.24) 
that satisfy the equations that control the composite behaviour (Equation 4.21) at the time slot '.
The strategy followed to solve the system of equations depends on the constitutive model used at each component. For the case of prestressed concrete structures, a nonlinear approach must be considered and therefore, the system will be solved by an iterative procedure, as shown in Section 3.3.
The independent variable chosen for the NewtonRaphson algorithm is the serial component of the strain matrix () and the residual to be minimized is the serial stress imbalance (), defined as:

(4.25) 
Only one independent variable is needed for the approach, the other variables of the problem, for both component materials, can be calculated from an initial approximation of the .
The following organigram (Figure 15) summarizes the steps to be followed in order to give an answer to the problem stated previously. If these steps are included in a FE code as the composite constitutive model [7,8], the code will be suitable for the modelization of LFC problems.
Figure 15: Flow chart with the strategy followed to solve the system of equations 

(4.26) 

(4.27) 
Where with or , is the increment of the variable from one step to the next (do not confuse with the residual to be minimized introduced in Equation 4.25), the subscript indicates the first iteration of the new step and is the tangent constitutive tensor of each component material or , computed using the set of known variables shown in Equation 4.22.
Considering now only the serial terms of the previous expressions, as set in Equation 4.8:

(4.28) 

(4.29) 
Using these two expressions and the relations set by the Closure Equation 4.20:


(4.30) 
This equation can be simplified using the Compatibility Conditions (Equation 4.14):


(4.31) 
And finally, setting: , Equation 4.31 is rewritten as:

(4.32) 
From this equation, is computed () and the algorithm moves to step 2.
The first thing to do before the serial stress imbalance could be estimated, is to determine the total strains for each component:

(4.33) 
These equations are based on the complementarity property of the serial and parallel parts of the strain and stress fields (equations 4.10 and 4.11) and are valid for all the iterations of the problem, therefore, is not necessary equal to .
Finally, the stresses and the internal variables are computed based on the real constitutive model of each component material (the elastic hypothesis used at step 1 is no longer valid) and the residual is evaluated.

(4.34) 
Therefore:

(4.35) 

(4.36) 
Where and are computed as shown in Equation 4.9 from the tangent constitutive tensors and . This expression is obtained from the general Jacobian definition introduced in Section 3.3 and using its notation: and . Therefore:

(4.37) 

(4.38) 
Once this has been done, the algorithm moves back to step 2 and starts a new iteration .

(4.39) 
This algorithm is used to obtain the unknowns at all the composite elements of the FE mesh used in the simulation. This provides the local solution of the problem, but the global behaviour is still unknown. The global solution for the structure is obtained through the Equation 3.21, where the global stiffness matrix is made up of all the composite tangent constitutive tensors from each element of the FE mesh. Two approaches can be followed in order to obtain these tensors:

(4.40) 
By doing this, it is possible now to solve the global system of equations and move to the next time step.
At this stage, the general algorithm used for the SP RoM and all the properties of the LFCs are known. Despite this, as the present monograph is focused on the analysis of prestressed concrete structures, some of the introduced generalities can be particularized.
The main advantage of the SP RoM is the chance to use whatever constitutive model is desired for the component materials. This allows to capture perfectly the behaviour of simple materials and then the algorithm will automatically compute the complex response of the composite material. Thus, it is interesting to know which are the constitutive models selected for the prestressed concrete analysis driven in this project.
The Continuum Damage Mechanics is a branch of the Continuum Mechanics that provides the needed framework for characterizing, representing and modelling the effects of distributed defects on the material behaviour. The propagation and coalescence of these defects generates a progressive and irreversible degradation of the elastic properties of the material, characterized by a stiffness loss [30,39,32].
The Continuous Damage theory was first introduced by Kachanov [40] in 1958 but it has evolved from then and now there are several approaches that can be used in the damage field. For the purpose of this monograph, the isotropic continuous damage model has been chosen for the concrete modelization. During the last years the use of this constitutive model has been widely accepted for the simulation of many materials used in engineering [41,42] due to its simplicity in the implementation, versatility and coherence.
The isotropic damage model is completely characterized by one variable () that takes into account the presence and growth of small fractures and micro voids in the material structure. Thus, this damage variable measures the level of deterioration in the material and works affecting the stress field by transforming the stress real tensor into an effective stress tensor. In general terms, this is expressed as:

(4.41) 
Where is the fourthorder tensor of the anisotropic damage model. Nevertheless, for the isotropic damage model that has been used for concrete, the tensor only depends on one scalar variable and Equation 4.41 can be rewritten as:

(4.42) 
Where is the Cauchy stress tensor, is the effective stress tensor and is the internal variable of damage such that indicates that the material is not damaged and indicates that the material is completely damaged, i.e. there is a local fracture.
The effective stress concept was first introduced by Kachanov (1958) to carry out fracture simulations. This tensor must be understood as the stress state in a nondamaged element, which generates the same strain that produces in a damaged element. Figure 16 represents this idea.
(a) Damaged real element  (b) Nondamaged equivalent element 
Figure 16: Graphic representation of the effective stress definition [32] 
Consequently, the relation between and the induced strain () can be formulated in elastic terms as:

(4.43) 
Where is the elastic constitutive matrix. Considering now the formulation in terms of the real stress tensor by using Equation 4.42, the constitutive law for the isotropic damage model can be written as:

(4.44) 
Now, only one question remains: How is the internal variable of damage controlled? Of course is not constant. It is defined by two properties:

(4.45) 
Where is a function of the stress tensor and is the scalar function defining the damage threshold position. The initial value of this damage threshold is a property of the material and is related to its compressive strength.
Concrete is the material that is being simulated using the damage model, therefore a yield criteria appropriate for frictional materials is needed. The FE code used during the analysis performed for this monograph uses the MohrCoulomb modified function [32]. This yield criteria is specific for concrete, which has an internal friction angle of and a compression  tension strength ratio . These characteristics cannot be achieved with the original MohrCoulomb function and so this alternative is used. In this scenario, Equation 4.45 is rewritten as:

(4.46) 
Both expressions are equivalent. is a scalar monotonically increasing function, positive invertible, with positive derivative, is the stress function that control the MohrCoulomb function, which can be expressed as:

(4.47) 
is the first invariant of the stress tensor, is the second invariant of the deviatoric stress tensor and is the Lode's similarity angle . are the factors that allow the generalisation of the MohrCoulomb yield function and thus, depend on the friction angle and on the compression  tension ratio.
] 
Figure 17: Graphical representation of the MohrCoulomb modified function [32] 

(4.48) 
Where is a nonnegative scalar called damage consistency parameter, which is used to define loading, unloading and reloading conditions [32].
Therefore, the damage criterion can change depending on the definition of the functions, which control the threshold and the evolution of the damage law.
The damage model used for the concrete modelization in this monograph is based on an exponential approach, which leads to the following expression for the damage internal variable:

(4.49) 
Where is the initial value of the damage threshold, is a parameter that depends on the fracture energy and is the damage threshold condition, which sets the beginning of the damage procedure for .
Finally, the effect of the damage in the material is, of course, a progressive degradation of the material properties. This means that the constitutive matrix is not constant and so it is necessary to define it in terms of the damage parameters and compute it at each iteration and time step. This is the tangent constitutive tensor of damage:

(4.50) 
Using all this information, the constitutive model used for the concrete is completely defined.
Prestressing steel is characterized by a high compressive/tensile strength compared to the other component materials of the prestressed concrete. This allows considering an elastic constitutive model for its numerical modelization. Despite this, the use of a constitutive model constant in time does not reproduce the real behaviour of this material. A timedependent model is needed instead.
There are two types of timedependent elasticity models [32]:
(a) Response of the generalized Kelvin model under a constant stress  (b) Response of the generalized Maxwell model under a constant deformation 
Figure 18: Timedependent elasticity models [32] 
The prestressing steel behaviour in time consists of a progressive stress loss and thus, the Maxwell model is the one chosen for the material modelization. In fact, a generalization of this model is used: the generalized Maxwell model.
Before moving to the multiaxial generalization of this model, it is better to introduce it using an uniaxial representation based on a springdamping analogy (Figure 19).
] 
Figure 19: The Generalized Maxwell model [32] 
In this model, the stress state at any time is expressed in terms of the free variable as:

(4.51) 
This equation expresses mathematically what is shown in Figure 19: the model is governed by an elastic component and an inelastic component. The inelastic component progressively disappears with time until the elastic component fully controls the material behaviour.
Adding both terms in Equation 4.51 the equilibrium condition is written:

(4.52) 
This can also be expressed as:

(4.53) 
Where .
These equations fully define the Maxwell model, they are the constitutive equation. Despite this, it is interesting to eliminate the inelastic strain variable from the equation. This can be achieved by solving the differential equation:

(4.54) 
Where . This equation is obtained from the definition of the inelastic stress component written in Equation 4.51.
The solution of this differential equation is:

(4.55) 
Where is the time at which a strain is applied. Substituting this equation into Equation 4.53:

(4.56) 
Figure 18b shows the particular case where the imposed strain at time is:

(4.57) 
And thus, the stress expression obtained from Equation 4.56:

(4.58) 
Now that the uniaxial approach has been introduced, it is easier to describe the multiaxial approach of the generalized Maxwell model. Equation 4.56 is now written at a time , as follows:

(4.59) 
Where the integral has been solved using the trapezoidal rule as proposed by Oller (2014) [32].
Having a look at the compatibility conditions written in Section 4.2, it can be observed that the current definition of the SP RoM is not valid for the modelization of prestressing steel. Condition 4 imposes that there is no possible relative displacement between component materials, but the prestressing effect imposes an initial relative displacement between the matrix and the fibre. Therefore, it is necessary to modify the original formulation.
A new compatibility condition is included:
Therefore, loss of adherence is allowed only in the presence of the prestressing effect, included as an imposed strain.
Equation 4.13 must be modified to take into account the imposition of an initial strain for the fibre in order to represent the prestressing effect. The new equation is piecewise function:

(4.60) 

(4.61) 
The present monograph is focused on the analysis of posttensioned concrete structures. Despite this, there are another type of prestressed concrete structures that can be analysed through the SP RoM, i.e. the pretensioned concrete structures.
The analysis of these structures do not add any difference to the approach, although the construction procedures and the uses of this typology are different to the ones of posttensioned structure.
Despite this, there is a specific case in which some modifications must be considered: unbonded posttensioned concrete structures. In this case, the posttensioning of steel is modelled by considering the three transversal modulus of the steel close to 0 and therefore allowing the steel to glide without friction inside the concrete. In order to fully allow deformation of the steel in a decoupled way from the concrete, its Poisson coefficients are set to 0, which allows the complete description of the posttensioning process. Pretensioning and bonded posttensioning, on the other hand, are reproduced by considering both, the transversal modulus and the Poisson coefficients for steel at their common value.
The SP RoM is a useful technique but it has to be used appropriately. The formulation introduced in Section 4.2 is valid for composite materials with only two phases. Therefore, in those cases where a FE contains concrete, prestressing steel and reinforcement steel, the formulation is no longer valid.
The possibility of generalising the SP RoM theory for materials exists but it has a big computational cost. A different approach is considered instead.
In general, reinforcing steel has either a clear directional contribution when only longitudinal or transversal reinforcement is used or a uniform effect when it is organized as a dense grid. This allows accounting for it by using an approach introduced in Section 2.2: smeared elements.
Therefore, what is done is that the rebars effect is included in the computation as an increment in the concrete strength. This approach allows the inclusion of different reinforcing contributions in each direction and in each FE.
Finally, by using this methodology the SP RoM formulation is valid again. The two component materials are now: the prestressing steel ( fibre) and the concrete including the rebars contribution ( matrix).
Once the fundamentals that support the SP RoM theory and the FEM have been introduced, it is time to show how these bases are applied to the analysis of posttensioned structures.
In this section three cases are presented which are intended to validate the methodology and demonstrate its potential. Two isostatic beams have been selected in order to compare the results obtained with the SP RoM approach and those obtained from an analytical approach.
The last example is the result of the recent work developed at the International Centre for Numerical Method in Engineering (CIMNE). It is the study of a mockup of a reactor containment building as part of the VeRCoRs Project [43]. This analysis allows to demonstrate the potential of the proposed methodology.
The analysis performed has been possible thanks to GiD [44,31] and PLastic Crack dynamic (PLCd) [45].
GiD is a pre and post processor for numerical simulations in science and engineering developed by CIMNE. Gid version 13.1.7 has been used for building the models and for the results display. Therefore, the images presented in this section have been obtained with this software.
On the other hand, PLCd is an implicit finite element code for the numerical simulation of nonlinear dynamic behaviour of structures of complex constitution. It was created in 1989 and it has been continuously evolving since then. The SP RoM is implemented in this code, thus it has been used for the calculation of the structures tested here.
Next section will show how these software are used in the calculation procedure.
(a) GiD logo  (b) PLCd logo 
Figure 20: Software used during the analysis 
The steps followed during the analysis performed are quite standardized, regardless of what structure is being studied. Thus, it is possible to describe the general procedure and it will remain valid for any case:
The model is complete when all the elements are defined, i.e. lines, surfaces and volumes. Prestressing steel is not included as a 3D element, curvilinear lines are used with this purpose and, when the SP RoM is performed, the tendon area is taken into account.
The prestressing force is not assigned at this step. In fact it is defined as an imposed strain and not as a force.
By doing this, besides finding out the hexaedras that are crossed by a tendon, the points where the intersection is produced are found and stored. This operation is essential for the composite material description because these coordinates describe the fibre orientation for each composite material.
At this moment, the code allows imposing only a constant strain value for each tendon that accounts for the prestressing effect. This means that immediate prestressing losses are not being considered by the software. Therefore, a previous calculation that takes into consideration these losses is necessary and then a mean strain can be used as the initial prestressing value. The procedure followed is explained in detail in Section 5.4.
Two beams are analysed in this section and two approaches are used in each case: the SP RoM and the analytic formulation used in the Strength of Materials theory [46]. This allows the comparison of the results and the validation of the proposed methodology before moving to a real scenario.
These examples have been faced assuming several simplifications, which allow delimiting the scope of the problem and orient it towards the desired direction:
In both cases elastic materials have been used because the analytic formulation used for comparison works in the elastic domain. Therefore, these are not realistic structures and the results obtained here are not translatable to a real situation, but this is not the purpose of them. They are only used for validating the methodology.
A cantilever beam has been modelled using GiD (Figure 21). It has a square section with sides and length . The boundary condition has been imposed on one face by blocking displacements in the three directions (Figure 22).
Figure 21: GiD model with the main geometry dimensions 
Figure 22: Fixed end of the cantilever beam at GiD model 
The properties of the materials used for the beam simulation are summarized in Table 2. These values are frequent for materials used in prestressed structures.
Material Properties  
Concrete  
Young modulus, [GPa]  35.00  
Area, []  1.205  
Prestressing steel  
Young modulus, [GPa]  190.00  
Area, []  0.005  
Prestressing tension [MPa]  1500.00 
The material strengths have not been included in the table, this is because, as stated before, the materials are assumed to have an elastic behaviour and so, these parameters are not needed for the current analysis.
Figure 23 shows the FE mesh generated with GiD and needed for the numerical analysis with PLCd. It is composed of 8470 8nodded hexahedra.
Figure 23: FE mesh created with GiD 
The results of the PLCd calculation by means of the SP RoM are shown in Figure 24. The maximum displacement is produced near the free end and is . It is located near the end of tendon, but not at the beam surface where the maximum displacement value is .
Figure 24: Displacements in z direction [] 
For the beam analysis using the Strength of Materials theory, the prestressing effect is transformed into an axial distributed compression load along the whole beam, (Figure 25):

(5.1) 
Figure 25: Scheme for the analysis through the Strength of Materials theory 
Therefore, the beam total deformation can be written as [46]:

(5.2) 
Where and are the equivalent Young modulus for the composite material and the section area of the beam. The decomposition into the component variables , , and only is valid for a full parallel behaviour.
The results obtained with both approaches are similar but the numerical simulation predicts a higher deformation. This happens because, in the analytical calculation, the whole section is supposed to deform equally. This is equivalent to the use of one FE in the whole section and solving the problem through the SP RoM. Nevertheless, this behaviour is not real and what happens in fact is that the area surrounding the tendon deforms more than the external regions, which is the behaviour obtained with the numerical simulation. Thus, the only way to obtain the same results with both approaches would be increasing the prestressing steel area by incrementing the tendon diameter or by adding more tendons.
Figure 26 shows the results of a beam with the same properties as the studied one but with the prestressing effect distributed in more tendons. This test has been performed to demonstrate that the difference between the numerical and the analytical approaches are those stated previously. It can be observed that the obtained deformation for this case with four tendons is almost the same as the one obtained in Equation 5.2.
Figure 26: Beam with four prestressed tendons. Model (top) and displacement field in direction [] (bottom). Prestressing tension: MPa 
In this case, a simply supported beam with an embedded parabolic steel tendon has been analysed (Figure 27). It has a square section with sides and the span between the supports is . One end of the beam is fully constrained in the three directions, but the other one allows deformations in the horizontal direction. The tendon describes a perfect parabola with eccentricities with respect to the beam neutral axis (Figure 31).
Figure 27: GiD model with the main geometry dimensions 
The properties of the materials used for the beam simulation are summarized in Table 3. Both tendon ends are active and the prestressing tension is equivalent to a force kN, that is assumed to be distributed uniformly in the whole length of the tendon.
Material Properties  
Concrete  
Young modulus, [GPa]  35.00  
Area, []  0.995  
Prestressing steel  
Young modulus, [GPa]  210.00  
Area, []  0.005  
Prestressing tension [MPa]  1000.00 
Figure 28 shows the FE mesh created using GiD, which has 1250 8nodded hexahedra. In addition, the elements intersected by the tendon are coloured. These elements are composite materials (concrete steel) and are modelled through the SP RoM in PLCd.
Figure 28: FE mesh and composite material generated 
The results of the PLCd analysis are shown in Figures 29 and 30. The first image shows the beam displacements generated by the prestressing force in the vertical direction . It can be observed that the symmetry of the problem is preserved and that the maximum displacement takes place at the midspan area, with a value of . The second image shows the horizontal shortening that the prestressing steel generates in the beam. The maximum displacement is located at the end where the longitudinal movement is allowed and its value is .
Figure 29: Displacement in direction [m] due to the prestressing effect 
Figure 30: Displacement in direction [m] due to the prestressing effect 
For the analytical approach, the prestressing steel effect has been introduced as a set of forces. Figure 31 shows the problem to be solved.
Figure 31: Scheme of the problem to be solved analytically 
In this scenario, the vertical displacement is generated by the vertical uniform distributed load () and the bending moments at the edges (), i.e. . The maximum deflection will be located at the beam mid span due to the symmetry conditions and can be calculated as [46]:

(5.3) 
Where is the prestressing force of kN, is the tendon eccentricity at the supports (), is the beam span (), is the tendon angle at the supports sections, which can be computed through the derivative at the support section of the parabolic function that describes the tendon path ():

(5.4) 
is the vertical distributed load equivalent to the prestressing effect that can be computed as kN/m [10]. Finally, is the section inertia in direction according to the model reference system, that can be computed as and is the Young Modulus of the composite section, which can be computed following the procedure used in Equation 5.2, i.e. GPa.
Therefore, the maximum deflection is equal to , which is really close to the one computed through the numerical simulation ().
Finally, in addition to the displacement evaluation, it is interesting to compare the maximum tension and compression values derived from these two approaches. These points are located at the beam midspan.
The VeRCoRs Project is an initiative promoted by the company Électricité de France (eDF) in which a mockup of a reactor containment building at scale is built and tested.
The construction finished in 2015 and from then several experiments have been conducted. The main objectives of this project are to study [43]:

(a) View during construction (March 2015)  (b) External dome lifting (November 2015) 
(c) Image taken during the first Benchmark (March 2016)  (d) Image taken before the pressure test (March 2018) 
Figure 32: Reactor containment building during and after its construction [43] 
The project is divided in three phases that have the format of a benchmark. The first one took place in 2015 and it was dedicated to early age, mechanical and leaktightness behaviours. In 2017 the second benchmark started and it has finished in April of 2018. The results presented in this monograph have been obtained from the analysis performed by CIMNE team (A. Barbat, S. Oller, L. Barbu, A. Cornejo and S. Jiménez) at this benchmark, which was oriented towards the study of the mechanical behaviour of the containment during pressurization tests. The last benchmark is planned to take place in 2021 and it will be focused on the behaviour prediction under severe accident conditions.
The mockup of the reactor containment was built between 2014 and 2015. After finishing the construction and after the prestressing stage, the containment has been subjected to several pressure tests. Table 4 summarizes all the operations done from its construction.
Operation Sequence  
Raft concreting  24 July, 2014 
End of construction  06 May, 2015 
End of prestressing  17 August, 2015 
1st Pressure test ('Preop')  04 November, 2015 
2nd Pressure test ('VC1')  25 January, 2016 
3rd Pressure test ('VD1')  14 March, 2017 
4th Pressure test ('VD1 bis')  21 March, 2017 
5th Pressure test ('VD2')  02 April, 2018 
All the pressure tests follow a similar pattern (Figure 33). First the pressure is increased inside the containment up to , it remains constant for a few hours and then it is reduced again to .
Figure 33: General description of a pressure test 
The goal of this benchmark is to predict stresses and strains distribution during the pressure tests.
For the purpose of this monograph, the benchmark format has not been followed exactly. Therefore, not all the results shown here have been included on the benchmark final template and not all the results presented for the benchmark have been included here. Despite this, the main objective is still the same: reproduce the whole procedure and analyse what happens during this time.
The real structure is composed of two containments, one internal and the other one external (Figure 34). The external one does not have any structural purpose, it is used to provide thermal and humidity protection, and to recreate an annular space for leakage rates measurements (Figure 35). Therefore, for the purpose of this monograph, only the internal structure has been modelled.
(a) The two containments during construction  (b) Internal corridor with the view of the internal and external walls 
Figure 34: Reactor containment building during and after its construction [43] 
]  
Figure 35: Images taken during the leakage tests [43] 
The internal structure has the shape of a typical reactor containment but scaled (Figure 36). The main dimensions of this structure are summarized in Table 5 and can be compared with the dimensions of a regular containment structure.
VeRCoRs model  Regular containment  
23 Height from gusset to the top [m]  20.79  62.38 
Internal radius of cylinder [m]  7.30  21.90 
Thickness of cylinder [m]  0.40  1.20 
Internal radius of the dome (tore) [m]  2.67  8.00 
Internal radius of the dome (centre) [m]  10.67  32.00 
Thickness of the dome [m]  0.30  0.90 
Free volume inside containment [m3]  3160.00  85350.00 
] 
Figure 36: General view of the VeRCoRs mockup [47] 
In addition to this, the containment is placed on a two meters thick foundation and it has two vertical prestressing buttresses that are also scaled. There are only two significant openings: one equipment hatch () and one personal airlock ()
The prestressing steel system is organised in four families.
The layout is exactly scaled, including any deviations around penetrations and all of them have been cement grouted as in regular structures in France.
Finally, the reinforcing steel is distributed in the whole structure. Rebars spacing and diameters are scaled to keep the same ratios as in fullsize structures. In typical areas of the cylinder, reinforcement principles are alternatively HB 6/8 at 6.7cm in horizontal direction at both inner and outer face, and HB 8/10 at in vertical direction. In the dome, reinforcement principles are also alternatively HB 8/10 at 9.8cm at both faces. The stirrups in the whole containment are made with HB 5.
Using this information and the mockup plans provided by the company in charge, the GiD model has been built. Figures 37 to 40a show the containment model and the tendons layout for each family.
(a) Containment view with normal render from GiD  (b) Containment view with flat render from GiD 
Figure 37: GiD geometry of the reactor containment building 
(a) Plan view of the dome tendons  (b) Elevation view of the dome tendons 
Figure 38: GiD model with the dome tendons 