**Design and Analysis of Inertial Platform Insulation of the ELI-NP Project of Laser and Gamma Beam Systems**

#### **Calin Itu <sup>1</sup> , Polidor Bratu 2,3 , Paul Nicolae Borza <sup>1</sup> , Sorin Vlase 1,2,\* and Dorin Lixandroiu <sup>1</sup>**


Received: 3 November 2020; Accepted: 25 November 2020; Published: 28 November 2020

**Abstract:** All the installations, devices, and annexes within the laser and the gamma ray production system within the ELI-NP project from Magurele are installed on an inertial platform that weighs over 54,000 tons. The platform is made of concrete, is insulated from the outside environment, and is supported by spring batteries and shock absorbers. The flatness of this platform respects some very strict standards, and, taking into account the processes that take place on the platform, the transmission of the different trepidations of the environment to the inertial mass must be extremely low. For this reason, a static study and a vibration analysis of the platform, performed in this paper, are required. The static analysis verifies if the flatness of the platform can be observed in operating conditions, and the dynamic analysis verifies how excitations coming from the external environment can be transmitted to the measuring equipment. The finite element method is used both to determine the deformability of the concrete platform for different loads, placed at different points and to determine its eigenvalues and its eigenmodes of vibration. The obtained results are analyzed and constructive solutions are proposed to improve the realized system, through a judicious placement of the installations and the distribution of the masses on the platform.

**Keywords:** stability; laser; nuclear installation; insulation; Extreme Light Infrastructure; gamma ray

### **1. Introduction**

ELI-NP abbreviation represents Extreme Light Infrastructure-Nuclear Physics facility and is a project incorporating 13 European countries. The researches presented in the paper concern a study of the inertial platform of the project developed in Magurele-Bucharest. This project has two components: a very high intensity laser system (10–30 PW) and a very brilliant, intense γ beam of up to 19 MeV, 0.1 % band width, and 1013 γ/s, both positioned on a concrete insulating platform. The ELI-NP facility has the following purposes: to include new experiments and to upgrade the laser power and gamma beam intensity and energy and to include the most ambitious and far-reaching projects as well as the ones that are yet to be discovered. It may include an upgrade of the γ beam facility, using a superconducting energy recovery linac reaching to higher intensities of 1015 γ/s and improved bandwidth. The realization of the project was possible due to the support provided by the EU and the management and scientific supervision was carried out by an international committee of renowned specialists. The gamma beam system being under construction at ELI-NP will provide a very bright photon beam with unprecedented bandwidth and tunability. To fully take advantage of this performance, a number of interesting physics cases were identified in the WhiteBook [1] of the

ELI-NP project and then detailed in the Technical Design Reports [2]. Two of the major experimental directions are the study of Nuclear Resonance Fluorescence (NRF) and the study of states above the neutron emission threshold [3,4]. Both these experimental set-ups state in their technical design reports the desire to use isotopically enriched targets. The gamma source under construction at ELI-NP is especially well suited for these studies because of the small beam size at the target position which allows matching the full beam flux with a very small target. Nevertheless, this advantage can quickly turn into an experimental quagmire if the overlap between the beam spot at the target position and the target is not very good or at least measurable. To achieve this is necessary to realize a good insulation and to reduce significantly the vibration of the ground transmitted to the platform of the laser and gamma beam system. The researcher must realize a very precise target alignment with the gamma beam and this is not possible if the transmissibility of the vibration is not satisfactory controlled. The design of the inertial platform imposes the implementation of a high precision of positioning the devices, the pieces, the alignment system for the experiments due, in the more general view, to the huge impact on the experiments. This engineering achievement is unique in its size and the results obtained in the design and study of this structure should be known for future projects.

The complexity of the study comes from the fact that the ELI-NP will deliver a beam of high energy photons of unprecedented intensity within a very small opening angle, and for this, the precision become an important thing. Insulation of the base platform is a means of reducing the transmission of vibrations in buildings, and the first attempt to address the problem in this way was in the 60 s (last century) [5,6]. Since then, many types of springs have been fitted to many constructions in order to reduce the effects of anthropogenic source vibrations. In most cases, the building rests on steel springs or rubber elements. The aim is to reduce the transmission of vibrations by at least 10 dB for frequencies above 10 Hz, but this goal is rarely achieved [7]. An important element in insulation is the type of spring used but also important are the cost of operation and the difficulty of implementing the system. A more accurate modeling allows the choice of parameters for the elastic and dissipative elements that correspond as well as are possible to the final purpose of vibration isolation.

The design of inertial platform used to ELI-NP laser project represents a unique achievement realizing the insulation of the laser and gamma beam installations from the excitations that may come from the environment. The solutions found for this project can be useful for similar isolation conditions imposed by other project. Such projects and their design are very rare, and the results obtained within them are even more important, through the information they bring, to the scientific community.

If the platform is considered as a rigid with six degrees of freedom (Steward platform), the isolation methods have been intensively studied. There are several parameters that influence the ability of such a system to be isolated. A study method using a genetic sorting algorithm is developed in [8]. In these cases, genetic algorithms have been shown to have higher optimization efficiency, better computational accuracy, and reduced optimization time.

A dynamic model for a 6-axis hybrid vibration isolation system based on a cubic configuration of Stewart platform is proposed. The displacement excitations and the loads are simultaneously considered using a Newton-Euler formulation. A force feedback control principle is proposed and studied. Numerical simulation strengthens confidence in the proposed method [9].

An analysis of a six-degree-of-freedom (DOF) active vibration isolation system is presented in [10]. The system is applied to isolate a Stewart platform, for a better and precise control and for a wide range of earth-based systems. The paper presents the design and analysis of the platform as a performing and robust vibration isolation system. A prototype has been realized and tested.

Anthropogenic sources of vibration are currently complex due to large flexible structures, activities of all kinds, daily and transport. The inertial platform of a laser system is, in the first approximation, a system with 6 degrees of freedom and can be studied with classical means of analysis. A presentation of these methodologies is made in [11] in which the latest generation technology and the ways of active vibration isolation for the precise realization of the experiments on the platform are reviewed.

An inerter-based vibration isolation system (IVIS) using an analytical model is established and validated by comparing the experimental and numerical results and is presented in [12]. vibrations. In [14], a new type of vibration isolation to reduce the dynamic response in case of an excitation with wide frequency range is proposed. For installations used in nuclear physics, there are

combination of a rolling isolation system and four three-parameter isolator with active damping is used. The dynamic model offers the numerical results that show an effective suppression of the

validated by comparing the experimental and numerical results and is presented in [12].

*Symmetry* **2020**, *12*, x FOR PEER REVIEW 3 of 23 technology and the ways of active vibration isolation for the precise realization of the experiments

An inerter-based vibration isolation system (IVIS) using an analytical model is established and

A platform to prevent the vibration caused by the low-frequency seismic excitation is presented

A platform to prevent the vibration caused by the low-frequency seismic excitation is presented in [13]. This design isolates the horizontal and vertical vibrations simultaneously. For this, a combination of a rolling isolation system and four three-parameter isolator with active damping is used. The dynamic model offers the numerical results that show an effective suppression of the vibrations. researches presented in [15–18]. **2. Methodology and Model of the Inertial Platform**  The inertial platform is suspended on a number of almost 1000 spring and shock absorber

In [14], a new type of vibration isolation to reduce the dynamic response in case of an excitation with wide frequency range is proposed. For installations used in nuclear physics, there are researches presented in [15–18]. batteries. All installations in the ELI-NP project are located on a platform (Figure 1) that should be isolated from the influence of any vibrations of the environment. The mass of the entire concrete platform, without partition walls, roofs, and equipment is about 25,000 tons. If you add the partition walls, then it reaches about 35,000 tons, and if you add all the equipment expected and roofs, you get

a mass of 54,000 tons. The concrete used for the building is steel reinforced.

#### **2. Methodology and Model of the Inertial Platform** The platform is placed on a series of springs and dampers (Figure 2,3) that have the role of

on the platform are reviewed.

The inertial platform is suspended on a number of almost 1000 spring and shock absorber batteries. All installations in the ELI-NP project are located on a platform (Figure 1) that should be isolated from the influence of any vibrations of the environment. The mass of the entire concrete platform, without partition walls, roofs, and equipment is about 25,000 tons. If you add the partition walls, then it reaches about 35,000 tons, and if you add all the equipment expected and roofs, you get a mass of 54,000 tons. The concrete used for the building is steel reinforced. isolating the equipment on the platform from any excitations that could come from the environment. Due to the dimensions of the platform and the particularly large mass, the concrete can deform under the action of its own weight or the weight of the walls and equipment placed over the platform. The numerous springs located at a short distance from each other have the role of uniformizing the loads that appear in the elastic supports of the platform. In this way, the loads that press on the platform as well as its own weight will not give large deformations of the platform plate. The fact that it is possible to act on the springs so that some are active and others do not allow an adjustment and control of the uniformity of the platform support on the base table.

**Figure 1.** (**a**) Platform under its own weight. (**b**) Platform with partition walls. **Figure 1.** (**a**) Platform under its own weight. (**b**) Platform with partition walls.

The platform is placed on a series of springs and dampers (Figures 2 and 3) that have the role of isolating the equipment on the platform from any excitations that could come from the environment. Due to the dimensions of the platform and the particularly large mass, the concrete can deform under the action of its own weight or the weight of the walls and equipment placed over the platform. The numerous springs located at a short distance from each other have the role of uniformizing the loads that appear in the elastic supports of the platform. In this way, the loads that press on the platform as well as its own weight will not give large deformations of the platform plate. The fact that it is possible to act on the springs so that some are active and others do not allow an adjustment and control of the uniformity of the platform support on the base table. *Symmetry* **2020**, *12*, x FOR PEER REVIEW 4 of 23

**Figure 2.** Platform supported on batteries of springs. **Figure 2.** Platform supported on batteries of springs.

**Figure 3.** Platform with partition walls and roofs (detail).

ensure the integrity of the structure in a high-intensity earthquake.

the deformability of the concrete slabs can be observed.

Essentially, the platform consists of two concrete blocks, rigidly connected to each other, placed on spring batteries that evenly distribute the weight on the floor. On the concrete platform are placed massive concrete blocks, with thicknesses of 1600 mm or more, over which are placed concrete slabs as a roof. On this whole structure are placed the equipment and different control and measurement systems. Experiments with laser beam and gamma beam ray are conducted on the concrete platform. The platform must ensure a very good isolation from the anthropic activities around the building, isolation imposed by the experiments that are performed on the platform. At the same time, the platform's response to an earthquake must be within certain parameters that

For the analysis of this structure and of the static and dynamic response to the action of some external (of natural or anthropic source) excitations, a model was made using the finite element method. This method was the main tool used in this paper. Based on the numerical results obtained, a study was made of the deformability of the massive concrete block in static case. It was studied to what extent the deformations of the concrete block can influence the flatness of the entire platform and what would be the influence of additional loads placed on this block, in different positions. Then, the modal numerical analysis of the system was made, obtaining the eigenfrequencies of the elastic structure suspended on the spring batteries. The first three eigenfrequencies represent the frequencies of the rigid movement of the platform mass. In the other modes of vibration, the effect of

For the analysis of this structure and of the static and dynamic response to the action of some external, natural, or anthropic excitation, a calculation model was made using the finite element method. This method was the main tool used in this paper. Based on the numerical results obtained, a study was made of the deformability of the massive concrete block in static case. It was studied to what extent the deformations of the concrete block can influence the flatness of the entire platform

**Figure 2.** Platform supported on batteries of springs.

**Figure 3.** Platform with partition walls and roofs (detail). **Figure 3.** Platform with partition walls and roofs (detail).

Essentially, the platform consists of two concrete blocks, rigidly connected to each other, placed on spring batteries that evenly distribute the weight on the floor. On the concrete platform are placed massive concrete blocks, with thicknesses of 1600 mm or more, over which are placed concrete slabs as a roof. On this whole structure are placed the equipment and different control and measurement systems. Experiments with laser beam and gamma beam ray are conducted on the concrete platform. The platform must ensure a very good isolation from the anthropic activities around the building, isolation imposed by the experiments that are performed on the platform. At the same time, the platform's response to an earthquake must be within certain parameters that Essentially, the platform consists of two concrete blocks, rigidly connected to each other, placed on spring batteries that evenly distribute the weight on the floor. On the concrete platform are placed massive concrete blocks, with thicknesses of 1600 mm or more, over which are placed concrete slabs as a roof. On this whole structure are placed the equipment and different control and measurement systems. Experiments with laser beam and gamma beam ray are conducted on the concrete platform. The platform must ensure a very good isolation from the anthropic activities around the building, isolation imposed by the experiments that are performed on the platform. At the same time, the platform's response to an earthquake must be within certain parameters that ensure the integrity of the structure in a high-intensity earthquake.

ensure the integrity of the structure in a high-intensity earthquake. For the analysis of this structure and of the static and dynamic response to the action of some external (of natural or anthropic source) excitations, a model was made using the finite element method. This method was the main tool used in this paper. Based on the numerical results obtained, a study was made of the deformability of the massive concrete block in static case. It was studied to what extent the deformations of the concrete block can influence the flatness of the entire platform and what would be the influence of additional loads placed on this block, in different positions. Then, the modal numerical analysis of the system was made, obtaining the eigenfrequencies of the elastic structure suspended on the spring batteries. The first three eigenfrequencies represent the frequencies of the rigid movement of the platform mass. In the other modes of vibration, the effect of For the analysis of this structure and of the static and dynamic response to the action of some external (of natural or anthropic source) excitations, a model was made using the finite element method. This method was the main tool used in this paper. Based on the numerical results obtained, a study was made of the deformability of the massive concrete block in static case. It was studied to what extent the deformations of the concrete block can influence the flatness of the entire platform and what would be the influence of additional loads placed on this block, in different positions. Then, the modal numerical analysis of the system was made, obtaining the eigenfrequencies of the elastic structure suspended on the spring batteries. The first three eigenfrequencies represent the frequencies of the rigid movement of the platform mass. In the other modes of vibration, the effect of the deformability of the concrete slabs can be observed.

the deformability of the concrete slabs can be observed. For the analysis of this structure and of the static and dynamic response to the action of some external, natural, or anthropic excitation, a calculation model was made using the finite element method. This method was the main tool used in this paper. Based on the numerical results obtained, a study was made of the deformability of the massive concrete block in static case. It was studied to what extent the deformations of the concrete block can influence the flatness of the entire platform For the analysis of this structure and of the static and dynamic response to the action of some external, natural, or anthropic excitation, a calculation model was made using the finite element method. This method was the main tool used in this paper. Based on the numerical results obtained, a study was made of the deformability of the massive concrete block in static case. It was studied to what extent the deformations of the concrete block can influence the flatness of the entire platform and what would be the influence of additional loads placed on this block. Then, the modal numerical analysis of the system was made, obtaining the eigenfrequencies of the elastic structure suspended on the spring batteries. The first three eigenfrequencies represent the frequencies of the rigid movement of the platform mass. In the other modes of vibration, the effect of the deformability of the concrete slabs can be observed.

The types of analyzes performed are in the linear domain (linear static analysis). Under these conditions, the equations used follow Hooke's law. Software used to prepare the model: Altair HyperMesh. Solver for running analysis: OPTISTRUCT. The type of elements used has 4 corner nodes with 24 degrees of freedom (3 × 4 translations + 3 × 4 rotations).

#### **3. Static Analysis**

The insulation platform consists of a solid concrete block, made up of two parts, i.e., one of them (which we call the main part) having a thickness of 1600 mm and the other (which we call secondary) having 600 mm. At the dimensions of the construction and at the masses to be placed on top, the deformability of the platform becomes important for obtaining precise (accurate) experiments. For this reason, it is necessary to study the deformability of the concrete platform both under the action of its own weight and as a result of additional loads. The spring suspensions of the platform must be distributed as evenly as possible, and thus, a support system has been designed on about 1000 spring batteries. The inactive elements in the spring batteries can be activated in case of need and can rebalance portions of the platform, leveling its deformations and the tensions that appear in it. Each battery consists of 3–7 springs, and between the springs are located vibration dampers. The springs can be operated (i.e., support the platform) or are not in service, do not support the platform at this time, but can be released and become active, if necessary. Thus, a study was made of the stresses and deformability of the platform placed on the spring batteries, without additional masses placed on top. The finite element method was used to determine the stress and stress that occurs in the platform block. Figure 4 shows the set of two blocks consisting of the main body (shown in yellow, 1600 mm thick) and the secondary body (shown in green, 600 mm thick). The positions where 1000 tons of loads will be applied successively are shown in purple. We put in a limited area, equivalent with the basic surface of a wall (approx. 20 m<sup>2</sup> ), the considered supplementary mass. *Symmetry* **2020**, *12*, x FOR PEER REVIEW 6 of 23

**Figure 4.** The platform made by two solid blocks.

**Figure 4.** The platform made by two solid blocks**.**  In Figure 5, Figure 6, Figure 7, Figure 8, Figure 9, Figure 10, and Figure 11, two cases are presented in parallel: the case of the unloaded platform (total mass 25,000 tons) and the case of the platform with vertically mounted walls (total mass 35,000 tons). The deformation of the concrete platform loaded with its own weight; placed on the spring batteries, is presented in Figure 5, i.e., on In Figure 5, Figure 6, Figure 7, Figure 8, Figure 9, Figure 10, and Figure 11, two cases are presented in parallel: the case of the unloaded platform (total mass 25,000 tons) and the case of the platform with vertically mounted walls (total mass 35,000 tons). The deformation of the concrete platform loaded with its own weight; placed on the spring batteries, is presented in Figure 5, i.e., on the left is the 25,000 ton variant, while on the right is the 35,000 ton variant. Figure 6 shows the deformability

**Figure 5.** Case (a) plate under its own weight.

linear scale are represented (Figure A1–A4).

the left is the 25,000 ton variant, while on the right is the 35,000 ton variant. Figure 6 shows the

of the platform if the load of 1000 tons is applied in point 1. A logarithmic scale is used for a better visualization of the deformation situation. In Appendix A, the deformations using a linear scale are represented (Figures A1–A4). the left is the 25,000 ton variant, while on the right is the 35,000 ton variant. Figure 6 shows the deformability of the platform if the load of 1000 tons is applied in point 1. A logarithmic scale is used for a better visualization of the deformation situation. In Appendix A, the deformations using a linear scale are represented (Figure A1–A4).

platform loaded with its own weight; placed on the spring batteries, is presented in Figure 5, i.e., on

**Figure 4.** The platform made by two solid blocks**.** 

In Figure 5, Figure 6, Figure 7, Figure 8, Figure 9, Figure 10, and Figure 11, two cases are presented in parallel: the case of the unloaded platform (total mass 25,000 tons) and the case of the

*Symmetry* **2020**, *12*, x FOR PEER REVIEW 6 of 23

**Figure 5.** Case (a) plate under its own weight. *Symmetry* **2020**, *12*, x FOR PEER REVIEW **Figure 5.** Case (a) plate under its own weight. *Symmetry* **2020**, *12*, x FOR PEER REVIEW 7 of 23

7 of 23

**Figure 6.** Case (b) plate loaded with 1.000 tons, placed in pct.1. **Figure 6.** Case (b) plate loaded with 1.000 tons, placed in pct.1. **Figure 6.** Case (b) plate loaded with 1.000 tons, placed in pct.1.

**Figure 7.** Case (c) plate loaded with 1.000 tons, placed in pct.2. **Figure 7.** Case (c) plate loaded with 1.000 tons, placed in pct.2. **Figure 7.** Case (c) plate loaded with 1.000 tons, placed in pct.2.

**Figure 9.** Case (e) plate loaded with 1.000 tons, placed in pct.4.

**Figure 9.** Case (e) plate loaded with 1.000 tons, placed in pct.4.

**Figure 7.** Case (c) plate loaded with 1.000 tons, placed in pct.2.

**Figure 7.** Case (c) plate loaded with 1.000 tons, placed in pct.2.

**Figure 6.** Case (b) plate loaded with 1.000 tons, placed in pct.1.

**Figure 6.** Case (b) plate loaded with 1.000 tons, placed in pct.1.

*Symmetry* **2020**, *12*, x FOR PEER REVIEW 7 of 23

**Figure 8.** Case (d) plate loaded with 1.000 tons, placed in pct.3. **Figure 8.** Case (d) plate loaded with 1.000 tons, placed in pct.3. **Figure 8.** Case (d) plate loaded with 1.000 tons, placed in pct.3.

**Figure 9.** Case (e) plate loaded with 1.000 tons, placed in pct.4. *Symmetry* **2020**, *12*, x FOR PEER REVIEW **Figure 9. Figure 9.**  Case (e) plate loaded with 1.000 tons, placed in pct.4. Case (e) plate loaded with 1.000 tons, placed in pct.4. 8 of 23 REVIEW 8 23

**Figure 10.** Case (f) plate loaded with 1.000 tons, placed in pct.5. **Figure 10.** Case (f) plate loaded with 1.000 tons, placed in pct.5. **Figure 10.** Case (f) plate loaded with 1.000 tons, placed in pct.5.

**Figure 11.** Case (f) plate loaded with 1.000 tons, placed in pct.6. **Figure 11.** Case (f) plate loaded with 1.000 tons, placed in pct.6. The finite element model used has a number of nodes and a number of of the removal of a wall of 250 will significantly influence the placement of the platform. **Figure 11.** Case (f) plate loaded with 1.000 tons, placed in pct.6.

The finite element model used has a number of 50,898 nodes and a number of elements of 50,053. CBUSH type elements (12 degrees of freedom) were used for modeling the spring batteries, and QUAD4 plate elements (24 degrees of freedom per element) were used for the discretization of

50,053. CBUSH type elements (12 degrees of freedom) were used for modeling the spring batteries, and QUAD4 plate elements degrees of freedom element) were used for the discretization of

expected that the Young's Modulus can increase. Some studies [24,25] show that, in reality, the increase in the Young's modulus is not significant. For a fiber volume ratio of 0.025, the Young's modulus is 30.000 N/mm2, the value considered in our study. In [26] has been presented the values of reinforced concrete offered by Eurocode (Structural design calculations according to Eurocodes). The Poisson's ration used is 0.2, as recommended by [26]. The connection with the ground, after the three directions, is made by means of suspension springs. The springs are fixed to the ground and are connected to the inertial mass (boundary conditions). The rigidity of a single spring is kz = 1.85e + 6N/m after the vertical direction and kx = ky = 0.55e + 6 N/m for the other two directions. The

expected that the Young's Modulus can increase. Some studies [24,25] show that, in reality, the increase the Young's is significant. For a fiber of 0.025, the modulus is 30.000 N/mm2, the value considered in our study. In [26] has been presented the values of concrete offered by Eurocode (Structural calculations according to The Poisson's ration used is 0.2, as recommended by [26]. The connection with the ground, after the three is made by means of suspension springs. The springs are to the ground and are connected to the inertial mass (boundary conditions). The rigidity of a single spring is kz = 1.85e +

In Figure 5, Figure 6, Figure 7, Figure 8, Figure 9, Figure 10, and Figure 11, the graphical representations are made in case the loads are applied in points 1–6. The stresses that appear in the

dampers have the coefficient cx = cy = cz = 2000 kNs/m. In Figure 5, Figure 6, Figure 7, Figure 8, Figure Figure and Figure 11, the

representations are made in case the loads are applied in points 1–6. The stresses that appear in the

after the vertical direction and kx = ky = 0.55e + 6 for the other two The

In order to see how the placement of additional weights or the removal of weights from the platform can influence the deformability of the platform, it was considered an operation that was performed in the modification of a concrete wall placed in position 4 in Figure 12. The wall that was removed weighed 250 tons. The deformation field in the two cases was presented in Figure 12. If the figure is analyzed, it is found that there are no significant differences between the two situations, i.e., the removal of a wall of 250 tons will not significantly influence the placement of the platform.

In order to see how the placement of additional weights or the removal of weights from the platform can influence the deformability of the platform, it was considered an operation performed in the modification of a concrete wall placed in position 4 in Figure 12. The wall that was removed weighed 250 tons. The deformation field in the two cases was presented Figure 12. If the figure is analyzed, it is found that there are no significant differences between the two situations, i.e.,

dampers have the coefficient cx = cy = cz = 2000 kNs/m.

plate, for the studied cases, are presented in Appendix B (Fig.A5).

plate, for the studied cases, are presented (Fig.A5).

The finite element model used has a number of 50,898 nodes and a number of elements of 50,053. CBUSH type elements (12 degrees of freedom) were used for modeling the spring batteries, and QUAD4 plate elements (24 degrees of freedom per element) were used for the discretization of the element plates [19–22]. The mechanical properties of the concrete, used in this paper, are obtained from literature [23]. We mention that the concrete is reinforced with steel. In this case, it is expected that the Young's Modulus can increase. Some studies [24,25] show that, in reality, the increase in the Young's modulus is not significant. For a fiber volume ratio of 0.025, the Young's modulus is 30.000 N/mm<sup>2</sup> , the value considered in our study. In [26] has been presented the values of reinforced concrete offered by Eurocode (Structural design calculations according to Eurocodes). The Poisson's ration used is 0.2, as recommended by [26]. The connection with the ground, after the three directions, is made by means of suspension springs. The springs are fixed to the ground and are connected to the inertial mass (boundary conditions). The rigidity of a single spring is k<sup>z</sup> = 1.85e + 6N/m after the vertical direction and kx = ky = 0.55e + 6 N/m for the other two directions. The dampers have the coefficient c<sup>x</sup> = c<sup>y</sup> = cz = 2000 kNs/m.

In Figure 5, Figure 6, Figure 7, Figure 8, Figure 9, Figure 10, and Figure 11, the graphical representations are made in case the loads are applied in points 1–6. The stresses that appear in the plate, for the studied cases, are presented in Appendix B (Figure A5).

In order to see how the placement of additional weights or the removal of weights from the platform can influence the deformability of the platform, it was considered an operation that was performed in the modification of a concrete wall placed in position 4 in Figure 12. The wall that was removed weighed 250 tons. The deformation field in the two cases was presented in Figure 12. If the figure is analyzed, it is found that there are no significant differences between the two situations, i.e., the removal of a wall of 250 tons will not significantly influence the placement of the platform. *Symmetry* **2020**, *12*, x FOR PEER REVIEW 9 of 23

**Figure 12.** Comparison between the deformations of the standard plate and the deformations after removing a 250 tons wall: (**a**) deformation field for the initial platform and (**b**) deformation field if a wall is removed. There are no significant differences between in the two cases. **Figure 12.** Comparison between the deformations of the standard plate and the deformations after removing a 250 tons wall: (**a**) deformation field for the initial platform and (**b**) deformation field if a wall is removed. There are no significant differences between in the two cases.

#### **4. Modal Analysis 4. Modal Analysis**

The elastic elements that influence the vibration behavior of the platform are the spring batteries on which the platform is placed and the deformability of the platform under the action of its own weight, the weight of the walls, and the weight of the equipment. The elastic elements that influence the vibration behavior of the platform are the spring batteries on which the platform is placed and the deformability of the platform under the action of its own weight, the weight of the walls, and the weight of the equipment.

Analysis of the vibrations of the concrete slab placed on the spring batteries is made using the model with finite elements presented in Section 3 [27–31]. We are interested in the vibrations of the concrete platform caused by the elastic suspension based on placement the equations of motion of the platform are given by: Analysis of the vibrations of the concrete slab placed on the spring batteries is made using the model with finite elements presented in Section 3 [27–31]. We are interested in the vibrations of the concrete platform caused by the elastic suspension based on placement the equations of motion of the platform are given by:

Let us consider the form free vibrations of this system, a particular expression of (1):

[ ] *m* { }

is the circular frequency, and

If *n* is the dimension of the system, Equation (5) represents a polynomial:

Equation (4) has nontrivial solutions if and only if:

{ } {} *x*(*t*) = *C u* cos(

ω*t* −ϕ

ϕ

[ ] *k* { } *u* [ ] *m* { } *u* <sup>2</sup> = ω

det( ) [] [ ] 0 <sup>2</sup> *k* −ω

matrix are real, symmetric and positive definite), { }*x* is the vector of generalized displacements,

*x* + [ ] *c* { } *x* + [ ] *k* {}{ } *x* = *f* (*t*) , (1)

*x* is the vector of the generalized accelerations.

is the initial phase shift.

. (4)

*m* = . (5)

*x* + [ ] *k* { } *x* = 0 , (2)

), (3)

[ ] *m* { }

{ }*x* is the column vector of velocities, and { }

then, the time dependence of { } *x* is harmonic

ω

Substitution of (3) into (2) yields

where *C* is constant,

$$[\;]\;m\;]\left\{\ddot{\boldsymbol{x}}\right\}+[\;]\;\boldsymbol{\varepsilon}\left]\{\dot{\boldsymbol{x}}\}+[\;k\;]\;\boldsymbol{\varepsilon}\right\} = \{f(t)\;\},\tag{1}$$

where [*m*] is the inertial matrix, [*c*] is the *damping matrix*, [*k*] is the stiffness matrix (these three matrix are real, symmetric and positive definite), { *<sup>x</sup>*} is the vector of generalized displacements, <sup>n</sup> . *x* o is the column vector of velocities, and n .. *x* o is the vector of the generalized accelerations.

Let us consider the form free vibrations of this system, a particular expression of (1):

$$[\![m\ ]\!]\left\{\ddot{\boldsymbol{x}}\right\}+[\![k\ ]\!]\left\{\boldsymbol{x}\right\}=\mathbf{0},\tag{2}$$

then, the time dependence of { *x* } is harmonic

$$\{\{\mathbf{x}(t)\}\} = \mathcal{C}\{\boldsymbol{\mu}\} \cos(\omega t - \boldsymbol{\varphi}) ,\tag{3}$$

where *C* is constant, ω is the circular frequency, and ϕ is the initial phase shift.

Substitution of (3) into (2) yields

$$\begin{Bmatrix} k \end{Bmatrix} \begin{Bmatrix} \mu \end{Bmatrix} = \omega^2 [\![m\ ] \!] \mu \text{ .)}.\tag{4}$$

Equation (4) has nontrivial solutions if and only if:

$$\det\left(\left[k\right]-\omega^{2}\left[m\right]\right)=0.\tag{5}$$

If *n* is the dimension of the system, Equation (5) represents a polynomial:

$$\left(\omega^2\right)^n - I\_1\left(\omega^2\right)^{n-1} + I\_2\left(\omega^2\right)^{n-2} - \dots \dots + (-1)^n I\_n = 0,\tag{6}$$

with the real and positive solutions: ω 2 1 , ω 2 2 , . . . . . . , ω 2 *n* . Equation (6) possesses, in general, *n* distinct roots, referred to as eigenvalues. For every ω 2 *i* , the linear homogeneous system (4) is written in the form:

$$\left( \left[ \begin{array}{c} k \end{array} \right] - \omega^2 \left[ \begin{array}{c} m \end{array} \right] \right) \left| \mu \right. \right. \\ \left. \left( \begin{array}{c} \mu \end{array} \right) = 0, \tag{7}$$

we obtain the solution {*u<sup>i</sup>* }, *i* = 1, 2, . . . , *n*. These vectors are the eigenmodes of vibration.

The case of multiple roots is not considered herein. The square roots of the eigenvalues are the system of natural frequencies,ω*<sup>r</sup>* , usually presented in order of increasing magnitude (see Table 1).


**Table 1.** Eigenfrequencies (in Hz).


**Table 1.** *Cont.*

In the paper, a calculation was made of the eigenfrequencies (resonance frequencies) and of the eigenmodes of vibration of the concrete slab. In Figure 13, Figure 14, Figure 15, Figure 16, Figure 17, Figure 18, Figure 19, Figure 20, Figure 21, and Figure 22, the first 10 modes of vibration are represented. Modes 10–20 are represented in Appendix C (Figures A5–A15). In the paper, a calculation was made of the eigenfrequencies (resonance frequencies) and of the eigenmodes of vibration of the concrete slab. In Figure 13, Figure 14, Figure 15, Figure 16, Figure 17, Figure 18, Figure 19 Figure 20, Figure 21, and Figure 22, the first 10 modes of vibration are represented. Modes 10–20 are represented in Appendix C (Figs.A6-A15)

**Figure 13.** Eigenmode 1. 1.90 *Hz* ω<sup>1</sup> = ; 2 = ;. **Figure 13.** Eigenmode 1. ω1 = 1.90 *Hz*.

(**a**) perspective (**b**) top view

ω

**Figure 14.** Eigenmode 2. 2.03 *Hz*

 (**a**) perspective (**b**) top view

ω

<sup>1</sup> = ;

**Figure 13.** Eigenmode 1. 1.90 *Hz*

36 6.62 5.53 4.47 37 6.69 5.59 4.51 38 6.90 5.77 4.66 39 7.10 5.93 4.79 40 7.13 5.96 4.81

represented. Modes 10–20 are represented in Appendix C (Figs.A6-A15)

In the paper, a calculation was made of the eigenfrequencies (resonance frequencies) and of the eigenmodes of vibration of the concrete slab. In Figure 13, Figure 14, Figure 15, Figure 16, Figure 17, Figure 18, Figure 19 Figure 20, Figure 21, and Figure 22, the first 10 modes of vibration are

(**a**) perspective (**b**) top view *Symmetry* **2020**, *12*, x FOR PEER REVIEW 12 of 23

(**a**) perspective (**b**) top view **Figure 15.** Eigenmode 3. 2.08 *Hz*

**Figure 15.** Eigenmode 3. 2.08 *Hz*

**Figure 15.** Eigenmode 3. ω<sup>3</sup> = 2.08 *Hz*.

ω

ω

<sup>3</sup> = ;

ω

<sup>4</sup> = ;

**Figure 16**. Eigenmode 4. 2.82 *Hz*

(**a**) perspective (**b**) top view

(**a**) perspective (**b**) top view

**Figure 16**. Eigenmode 4. 2.82 *Hz*

ω

<sup>4</sup> = ;

(**a**) perspective (**b**) top view

ω

<sup>3</sup> = ;

**Figure 15.** Eigenmode 3. 2.08 *Hz*

(**a**) perspective (**b**) top view **Figure 17.** Eigenmode 5. 2.86 *Hz*

ω

(**a**) perspective (**b**) top view **Figure 18.** Eigenmode 6. 2.89 *Hz*

<sup>6</sup> = .;

**Figure 18.** Eigenmode 6. 2.89 *Hz* ω<sup>6</sup> = .; **Figure 18.** Eigenmode 6. ω<sup>6</sup> = 2.89 *Hz*.

ω

**Figure 19.** Eigenmode 7. 3.01 *Hz*

ω

<sup>7</sup> = ;.

(**a**) perspective (**b**) top view

(**a**) perspective (**b**) top view

(**a**) perspective (**b**) top view **Figure 19.** Eigenmode 7. 3.01 *Hz*

ω

<sup>7</sup> = ;.

**Figure 17.** Eigenmode 5. 2.86 *Hz*

(**a**) perspective (**b**) top view **Figure 18.** Eigenmode 6. 2.89 *Hz*

ω

<sup>6</sup> = .;

ω

<sup>5</sup> = ;

(**a**) perspective (**b**) top view **Figure 20.** Eigenmode 8. 3.06 *Hz*

ω

**5. Discussion** 

**5. Discussion** 

<sup>9</sup> = .;.

**Figure 21.** Eigenmode 9. 3.26 *Hz* ω<sup>9</sup> = .;. **Figure 21.** Eigenmode 9. ω<sup>9</sup> = 3.26 *Hz*.

ω

**Figure 22.** Eigenmode 10. 3.28 *Hz*

The paper studies the response of the inertial platform supported on sets of spring batteries on

The paper studies the response of the inertial platform supported on sets of spring batteries on ground base to identify if excessive vibrations exist and how are the different ground vibration

The deformability of the concrete platform under the action of its own weight and under the action of the weight of the walls is also studied. It is found that the relative deformations and stresses that occur in the platform material are relatively small, so there are no problems related to the

The deformability of the concrete platform under the action of its own weight and under the action of the weight of the walls is also studied. It is found that the relative deformations and stresses that occur in the platform material are relatively small, so there are no problems related to the

transmitted to the platform. On the platform, a lot of devices and instruments are distributed implying in the scientific researches and the necessary annexes. Usually, vibrations coming from the vehicles and other anthropic activities and transmitted through the ground are nonstationary vibrations. To reduce the influence of these vibrations on the inertial platform, this is suspended on a set of spring batteries and dampers that can be activated or not. This suspension constitutes an

vehicles and other anthropic activities and transmitted through the ground are nonstationary vibrations. To reduce the influence of these vibrations on the inertial platform, this is suspended on a set of spring batteries and dampers that can be activated or not. This suspension constitutes an

ω

<sup>10</sup> = ;.

excellent tool to reduce the transfer of the unwanted vibrations to the studied platform.

excellent tool to reduce the transfer of the unwanted vibrations to the studied platform.

strength and cracking of the platform, even if it is charged at high loads.

strength and cracking of the platform, even if it is charged at high loads.

#### **5. Discussion**

The paper studies the response of the inertial platform supported on sets of spring batteries on ground base to identify if excessive vibrations exist and how are the different ground vibration transmitted to the platform. On the platform, a lot of devices and instruments are distributed implying in the scientific researches and the necessary annexes. Usually, vibrations coming from the vehicles and other anthropic activities and transmitted through the ground are nonstationary vibrations. To reduce the influence of these vibrations on the inertial platform, this is suspended on a set of spring batteries and dampers that can be activated or not. This suspension constitutes an excellent tool to reduce the transfer of the unwanted vibrations to the studied platform.

The deformability of the concrete platform under the action of its own weight and under the action of the weight of the walls is also studied. It is found that the relative deformations and stresses that occur in the platform material are relatively small, so there are no problems related to the strength and cracking of the platform, even if it is charged at high loads.

The platform consists of two plates, one main, on which are found most of the instruments and devices and where the massive partition walls are raised, which is about 1600 mm, and the second platform, which I called secondary, smaller and thinner, is only 600 mm, and weighs about half the weight of the unloaded main board. If the main board is loaded with all the equipment and partitions, the platform weighs about 1/6 of the total weight of the platform. This platform is found to have significant amplitudes in its eigenmodes, so in the case of external excitations with frequencies close to the natural frequencies of the entire platform, we can expect an amplification of these excitations at the secondary platform. The problem can be solved by activating additional springs from the spring batteries that support the secondary platform.

Additionally, another problem that can be mentioned is the fact that the eigenfrequencies of the platform are found in the range where the earthquakes that take place in the area have the excitation frequencies.

#### **6. Conclusions and Future Works**

The results based on the obtained model allow the formulation of some conclusions regarding the achievement of the objectives proposed within the project. The static analysis of the platform indicates that under the action of its own weight, supported on the elastic springs, the platform deforms the most by 26 mm, which corresponds to a strain of about 0.1%. In addition, under the action of additional weights that could appear on the platform (mainly these weights are represented by different dividing concrete walls), the deformations that can occur are not important. The calculation made with masses of 1000 tons (much exaggerated compared to the real situation—the hardest wall we identified has less than 250 tons) placed in different parts of the platform indicated to us, in the most unfavorable case, a deformation of about 250 mm corresponding to a strain of 1%. This situation shows us that any constructions on the platform or changes in the architecture will not influence its flatness and, therefore, the operation of the measuring instruments that impose certain strict conditions.

The dynamic analysis of the platform indicates a large number of natural frequencies below 5 Hz, which is a negative aspect from the point of view of the platform's behavior in earthquakes. Anthropic activities will not influence the behavior of the system, taking into account the frequencies generated by these activities. Instead, the effects of a catastrophic event (earthquake) could amplify the possibilities of vibration in certain directions of the platform, which could lead to destruction and damage to the installation. For this reason, a careful calculation is required to the structure's response in case of an earthquake and its permanent monitoring for the analysis of the transmissibility of external excitations. The ELI-NP project has a decoupling system for earthquakes, the need for an additional isolation system of the entire mass should be studied. Such a study, the necessity of which has been demanded by the researches made, is to be carried out.

**Author Contributions:** Conceptualization, S.V., P.B., C.I., P.N.B. and D.L.; methodology, S.V. and C.I.; software, C.I.; validation, C.I., S.V., P.B. and D.L.; formal analysis, P.N.B., S.V., P.B. and D.L.; investigation, C.I. and S.V.; resources, S.V.; data curation, C.I. and S.V.; writing—original draft preparation, C.I., S.V., P.B., D.L. and P.N.B.; writing—review and editing, C.I., S.V., P.B., P.N.B. and D.L.; visualization, S.V. and P.B.; supervision, S.V.; project administration, S.V.; funding acquisition, P.B. All authors have read and agreed to the published version of the manuscript.

**Funding:** This research was funded by IFA-MG, grant number 16/2016. The APC was funded by the Transylvania University of Brasov.

**Acknowledgments:** We want to thank the reviewers who have read the manuscript carefully and have proposed pertinent corrections that have led to the improvement of our manuscript. *Symmetry* **2020**, *12*, x FOR PEER REVIEW 16 of 23

**Conflicts of Interest:** The authors declare no conflict of interest. The funders had no role in the design of the study; in the collection, analyses, or interpretation of data; in the writing of the manuscript; or in the decision to publish the results. *Symmetry* **2020**, *12*, x FOR PEER REVIEW 16 of 23 **Appendix A** 

#### **Appendix A Appendix A**

with 1000 tons in point 3.

with 1000 tons in point 5.

with 1000 tons in point 5.

(**a**) (**b**) **Figure A1.** Deformation of the concrete platform placed on the spring batteries: (**a**) under its own weight and (**b**) loaded with 1000 tons in point 1. weight and (**b**) loaded with 1000 tons in point 1.

**Figure A1.** Deformation of the concrete platform placed on the spring batteries: (**a**) under its own

(**a**) (**b**) **Figure A2.** Deformation of the concrete platform (**a**) loaded with 1000 tons in points 2 and (**b**) loaded with 1000 tons in point 3. **Figure A2.** Deformation of the concrete platform (**a**) loaded with 1000 tons in points 2 and (**b**) loaded with 1000 tons in point 3.

**Figure A2.** Deformation of the concrete platform (**a**) loaded with 1000 tons in points 2 and (**b**) loaded

(**a**) (**b**) **Figure A3.** Deformation of the concrete platform (**a**) loaded with 1000 tons in points 4 and (**b**) loaded

(**a**) (**b**) **Figure A3.** Deformation of the concrete platform (**a**) loaded with 1000 tons in points 4 and (**b**) loaded **Appendix A** 

(**a**) (**b**) **Figure A2.** Deformation of the concrete platform (**a**) loaded with 1000 tons in points 2 and (**b**) loaded

(**a**) (**b**) **Figure A1.** Deformation of the concrete platform placed on the spring batteries: (**a**) under its own

weight and (**b**) loaded with 1000 tons in point 1.

**Figure A3.** Deformation of the concrete platform (**a**) loaded with 1000 tons in points 4 and (**b**) loaded with 1000 tons in point 5. **Figure A3.** Deformation of the concrete platform (**a**) loaded with 1000 tons in points 4 and (**b**) *Symmetry*  loaded with 1000 tons in point 5. **2020**, *12*, x FOR PEER REVIEW 17 of 23

**Figure A4.** Deformation of the concrete platform loaded with 1000 tons in points 6. **Figure A4.** Deformation of the concrete platform loaded with 1000 tons in points 6.

Comment: The load of 1000 tons represents only a hypothetical load, to see how the platform deforms in extreme situations. In practical cases, it is hard to believe that a task will be added, even 10 times less, in point 6 studied. Usually, a large load can occur when a wall is realized or removed. A real situation was encountered when a 250 tons wall was removed. The deformation in this case was much smaller than the one calculated for the hypothetical case. A simulation with a heavier wall was made in Figure 12. It has been found that in this case, the difference between deformations was much smaller. At the same time, the dimensions of the structure are of the order of tens of meters and 250 mm compared to 25 m representing a strain of 1%. Comment: The load of 1000 tons represents only a hypothetical load, to see how the platform deforms in extreme situations. In practical cases, it is hard to believe that a task will be added, even 10 times less, in point 6 studied. Usually, a large load can occur when a wall is realized or removed. A real situation was encountered when a 250 tons wall was removed. The deformation in this case was much smaller than the one calculated for the hypothetical case. A simulation with a heavier wall was made in Figure 12. It has been found that in this case, the difference between deformations was much smaller. At the same time, the dimensions of the structure are of the order of tens of meters and 250 mm compared to 25 m representing a strain of 1%.

**Appendix B. Stress field in the platform (expressed in MPa)** 

(**a**) (**b**)

(**c**) (**d**)

**Appendix C** 

*Symmetry* **2020**, *12*, x FOR PEER REVIEW 17 of 23

**Figure A4.** Deformation of the concrete platform loaded with 1000 tons in points 6.

Comment: The load of 1000 tons represents only a hypothetical load, to see how the platform deforms in extreme situations. In practical cases, it is hard to believe that a task will be added, even 10 times less, in point 6 studied. Usually, a large load can occur when a wall is realized or removed. A real situation was encountered when a 250 tons wall was removed. The deformation in this case was much smaller than the one calculated for the hypothetical case. A simulation with a heavier wall

#### **Appendix B. Stress Field in the Platform (Expressed in MPa) Appendix B. Stress field in the platform (expressed in MPa)**

and 250 mm compared to 25 m representing a strain of 1%.

**Figure A5.** Stresses in the concrete platform expressed in MPa. (**a**) under its own weight; (**b**) loaded with 1000 tons in point 1; (c) loaded with 1000 tons in points 2 and (d) loaded with 1000 tons in point 3; (e) loaded with 1000 tons in points 4 and (f) loaded with 1000 tons in point 5; (f) loaded with 1000 tons in points 6. **Figure A6.** Eigenmode 11; **Figure A5.** Stresses in the concrete platform expressed in MPa. (**a**) under its own weight; (**b**) loaded with 1000 tons in point 1; (**c**) loaded with 1000 tons in points 2 and (**d**) loaded with 1000 tons in point 3; (**e**) loaded with 1000 tons in points 4 and (**f**) loaded with 1000 tons in point 5; (**g**) loaded with 1000 tons in points 6.

(**a**) perspective (**b**) top view

#### **Appendix C Appendix C**

*Symmetry* **2020**, *12*, x FOR PEER REVIEW 18 of 23

(**e**) (**f**)

(**g**) **Figure A5.** Stresses in the concrete platform expressed in MPa. (**a**) under its own weight; (**b**) loaded with 1000 tons in point 1; (c) loaded with 1000 tons in points 2 and (d) loaded with 1000 tons in point

**Figure A8.** Eigenmode 13;

(**a**) perspective (**b**) top view

(**a**) perspective (**b**) top view

**Figure A9.** Eigenmode 14;

*Symmetry* **2020**, *12*, x FOR PEER REVIEW 20 of 23

(**a**) perspective (**b**) top view

**Figure A7.** Eigenmode 12;

(**a**) perspective (**b**) top view **Figure A8.** Eigenmode 13;

(**a**) perspective (**b**) top view

**Figure A10.** Eigenmode 15; (**a**) perspective and (**b**) top view.

**Figure A10.** Eigenmode 15; (**a**) perspective and (**b**) top view. **Figure A10.** Eigenmode 15. (**a**) perspective and (**b**) top view.

**Figure A11.** Eigenmode 16;.

(**a**) perspective (**b**) top view

(**a**) perspective (**b**) top view

**Figure A12.** Eigenmode 17;.

**Figure A12.** Eigenmode 17;.

(**a**) perspective (**b**) top view

**Figure A11.** Eigenmode 16;.

(**a**) perspective (**b**) top view

**Figure A10.** Eigenmode 15; (**a**) perspective and (**b**) top view.

(**a**) perspective (**b**) top view **Figure A13.** Eigenmode 18; (**a**) perspective and (**b**) top view.

**Figure A13.** Eigenmode 18; (**a**) perspective and (**b**) top view. **Figure A13.** Eigenmode 18. (**a**) perspective and (**b**) top view.

**Figure A14.** Eigenmode 19; (**a**) perspective and (**b**) top view.

(**a**) perspective (**b**) top view **Figure A15.** Eigenmode 20; .

(**a**) perspective (**b**) top view **Figure A15.** Eigenmode 20; .

(**a**) perspective (**b**) top view **Figure A14.** Eigenmode 19; (**a**) perspective and (**b**) top view.

(**a**) perspective (**b**) top view

**Figure A13.** Eigenmode 18; (**a**) perspective and (**b**) top view.

#### **Figure A15. Figure A15.** Eigenmode 20. Eigenmode 20; .

### **References**


**Publisher's Note:** MDPI stays neutral with regard to jurisdictional claims in published maps and institutional affiliations.

© 2020 by the authors. Licensee MDPI, Basel, Switzerland. This article is an open access article distributed under the terms and conditions of the Creative Commons Attribution (CC BY) license (http://creativecommons.org/licenses/by/4.0/).
