Open access peer-reviewed chapter

Analytical and Mathematical Analysis of the Vibration of Structural Systems Considering Geometric Stiffness and Viscoelasticity

By Alexandre de M. Wahrhaftig, Reyolando M. L. R. F. Brasil and Lázaro S. M. S. C. Nascimento

Submitted: October 26th 2017Reviewed: February 19th 2018Published: July 11th 2018

DOI: 10.5772/intechopen.75615

Downloaded: 281

Abstract

For a complete analysis of vibration, the stiffness of a structure must have two characteristics: one corresponding to conventional stiffness and the other to the geometric stiffness. Thus, the total stiffness takes form where the model to be used to represent any behavior of the material is introduced to the first part via the modulus of elasticity. The second is the geometric stiffness, through which it is possible to linearize a geometric nonlinear problem. To consider both aspects, a mathematical model based on the Rayleigh method has been elaborated. Two systems were numerically studied. First, the occurrence of resonance in the vibration of a prestressed reinforced concrete beam has been investigated. The results indicated resonant and non-resonant schemes between the natural frequency of the beam and the frequency of the engine. To the second system, the first natural frequency of a slender, 40-m-high concrete mobile phone mast, was calculated, and an evaluation of the structural collapse was performed. To the both systems, the cross section of reinforced concrete was treated by the theory for the homogenized section in order to consider the presence of the steel, and the viscoelasticity of the concrete was taken into account through a three-parameter rheological model.

Keywords

  • analytical mathematical analysis
  • numerical simulation
  • viscoelasticity
  • vibration
  • rheology
  • Rayleigh method
  • geometric stiffness
  • buckling load

1. Introduction

The dynamic characteristics of a structure depend, basically, on its stiffness and mass. With these two elements, the natural frequencies and modes of vibration of the system are determined. However, the initial stiffness of a structure can be affected by the so-called geometric stiffness, a function of the acting normal force. In the case of compression force, the stiffness of the structure decreases, also reducing the natural frequencies of vibration. A class of structures of socio-economic-strategic importance for the national industry are machine bases, which are subject to vibrations induced by the supported equipment. These vibrations can affect the safety of the structure itself and generate detrimental effects on the equipment and the quality of the manufactured product. They can also make the working ambience unsuitable for operators. All industrial sectors are subject to these problems, including oil exploration, production, and refining, mining, wind energy, atomic energy, as well as bridges and viaducts for road and rail use.

Although equipment support structures are, as a general rule, over-dimensioned, and therefore not subject to the effects of geometric stiffness, the tendency of modern structural engineering is towards increasingly slender elements, made possible by materials that are more efficient and lightweight, and having more and more powerful structural analysis capabilities. One of these features is prestressed concrete, represented by the presence of a steel bar or cable inside the structure that compresses it, the purpose of which is to reduce the effects of tension on flexion. In the case of beams subjected to periodic excitation, it is assumed that the original design has taken care to distance the natural frequencies of the system from those of the excitation, considering that, by hypothesis, the prestressing force decreases the stiffness of the element and, consequently, its natural frequencies, which may lead to unexpected, potentially dangerous resonance regimes. In the opposite direction, the presence of the prestressing can provide a form of control of this same vibration, where a resource is available to remove the structure of the resonant regime, if perceived in the preliminary stages of design. In one way or another, a satisfactory analysis solution to most engineering problems comes from a consideration that is easily implemented in analytical and numerical-computational formulations: the geometric stiffness. The influence of geometric stiffness has been studied in several contexts, both in laboratory tests and in comparison with the finite element method (FEM) [1, 2, 3, 4].

The problem is aggravated when the material itself changes its elastic properties, such as in the case of viscoelasticity, which represents the gradual increase of deformation with time. This is a typical phenomenon of concrete structures because it is a viscoelastic material. It must be considered when verifying the stability of slender pieces compressed under the ultimate limit state (ULS), since these have their stiffness modified in function of the rheology of the material itself. It is important to consider the viscoelastic behavior of concrete structures relative to the characteristics of the structural element under study; this is necessary when verifying the stability of compressed slender pieces, since their stiffness is modified according to the rheology of the material. For this reason, in the specific case of columns in that loading condition, a premature analysis can produce undesired consequences, and the system may even collapse.

Typically, viscoelasticity representation is based on rheological models that are associated with deformations that are deferred over time. These models can be included in a static or dynamic analysis of the structures by relating them to the modulus of elasticity of the material. In the case of dynamic analysis, the stiffness of the structure must be composed of two terms, one of which corresponds to the portion of conventional stiffness and the other to the geometric stiffness parcel [5]. Thus, it is possible to introduce into the first one a modulus of elasticity that is variable over time, according to the rheological model adopted, keeping the stress level constant, and, in the second, to consider the normal stress acting on the system, which includes the self-weight of the structural element. An approximate and satisfactory solution can be found by considering viscoelasticity through flexural bending over time.

To evaluate these aspects, a numerical simulation has been performed, assuming an idealized section of a beam as an engine base. A rheological model of the three parameters has been used to obtain the variable modulus of elasticity. A model, including geometric stiffness, distributed, and concentrated masses, is derived based on the Rayleigh method and solved for a range of axial compression load values. The results made it allowed us to verify the resonant and non-resonant response of the system. A second analysis has been performed to simulate numerically the variation of the first natural frequency of vibration of an actual structure of reinforced concrete, axially loaded, and considering also the viscoelasticity by means of the same rheological model. The loss of stability of the system has been then evaluated.

2. Mathematical solution for representing the viscoelasticity

An increase in strain over time under constant stress is a viscoelastic phenomenon. Mathematically, viscoelasticity can be represented by a time-dependent function associated with rheological models capable of describing the phenomenon [6]. The slow deformation for concrete parts is a phenomenon that is related to loads and deformations but is partially reversible [7]. It is a phenomenon that is directly related to the movement of moisture inside concrete. When a sample of concrete is loaded for 90 days and then unloaded, the immediate or elastic recovery is approximately the same magnitude as the elastic deformation when the first load is applied [8].

It is conceptually convenient to consider classic viscoelastic models in which only two types of parameters, relating to elasticity and viscosity, appear [9]. Classic viscoelastic models are obtained by arranging springs and dampers, or dashpots, in different configurations. Springs are characterized by elastic moduli and dashpots by viscosity coefficients. The best known of these mechanical models are the Maxwell model, containing a spring in series with a dashpot, and the Kelvin-Voigt model, containing a spring and dashpot in parallel. One model used to represent the viscoelasticity of solids is the three-parameter model, in which the elastic parameter E0 is connected to the viscoelastic Kelvin-Voigt model with parameters E1 and η1, which is a simplification of the Group I Burgers model, as shown in Figure 1.

Figure 1.

Viscoelastic model of three parameters.

The three-parameter model sufficiently describes the viscoelastic nature of many solids and is often used to study the phenomenon in various scientific fields. The total deformations of the Kelvin-Voigt model are given by ε = εe + εv, where εe is the deformation of the elastic model, and εv is the deformation of the Kelvin-Voigt model. When differentiated with respect to time, the total deformation is obtained as

ε=ε˙e+ε˙vE1

which is the constitutive equation of the elastic and Kelvin-Voigt models, respectively. Considering E1 = E0 as the modulus of elasticity for both parts of the rheological model,

σ=E0εeandσ˙+E0+E0η1σ=E0ε˙+E0E0η1εE2

are found. From the previous equations, one derives the following differential equation:

σ=E0εv+η1ε˙vE3

where σ = 0 for t < 0 and σ = σ0 for t > 0, with t representing the time and t = 0 the instant of loading application. As the stress remains constant, the stress derivate with respect to time is zero. Applying the previous stress condition, the following ordinary differential equation is found:

E0ε˙+E0E0η1ε=σ0E4

for which the general solution for t > 0, taking the initial condition ε(0) = σ0/E0, is

εt=σ01E0+1E01eE0η1tE5

Obviously, if the stress level remains constant, the modulus of elasticity should decrease concurrently with increasing strain:

Et=11E0+1E01eE0η1tE6

The previous solution for consideration of the viscoelastic behavior of materials was used by [10] to evaluate the stability of a slender wooden column, for example. However, it is of interest, at this moment, to make clear that the present work is a numerical approximation, which takes into account the viscoelastic behavior of the concrete by assuming a viscoelastic rheological model of three parameters or as also is known of the solid standard.

It is important to note that the viscoelastic behavior of the considered material is completely represented by the temporal modulus of elasticity. Therefore, the solid such behavior is wished to study should be according that adopted model. Any material can be represented by it, being, however, its usage conditioned by performing of experimental studies in order to confirm if it is correct or not. Keeping this in mind, the concrete viscoelastic behavior is assumed to be represented by the solid standard model, as an approximation of the reality. However, criteria from regulatory codes can be used in substituting of that model or even any other rheological models can be adopted.

3. Beam as a basis of supporting

3.1. Basic considerations prestressing in reinforced concrete

A piece can be considered as prestressed reinforced concrete when it is subjected to the action of the so-called prestressing forces and of permanent and variable loads, so that the concrete is not subjected to tension or it occurs below the limit of its resistance. As an example, take the normal stresses beam diagrams of the prestressed beam of Figure 2, where P is the prestressing force, MP the bending moment due to eccentricity of the load P, Mp is the bending moment due to uniformly distributed load p and R is the resultant, each one of these with their corresponding normal stresses. Under the conditions presented, the lower fibers of the beam, under positive bending moment, will have the tension stresses overturned by the superposition of those produced by the normal stress of the applied stress eccentrically.

Figure 2.

Normal stresses in a prestressed beam.

Prestressed concrete was developed scientifically from the beginning of the last century. Prestressing can be defined as the artifice of introducing, in a structure or a part, a previous state of stresses, in order to improve its resistance or its behavior in service, under the action of several effects. Due to the characteristics of the concrete as a structural material, the use of prestressing can bring a great advantage from the economic point of view. When comparing the cost of a prestressed structure with a similar one of conventional reinforced concrete, there is a reduction in the final cost of the structure due to the reduction of steel reinforcement [11]. In addition, the prestressing allows the part to overcome large spans, improves the control and reduction of deformations and fissures. It can also be used for structural recovery and reinforcement, as well as for slender systems and prefabricated or precast parts. There are three types of prestressing systems: (1) prestressing with initial adherence, (2) prestressing with posterior adherence, and (3) prestressing without adherence. The latter type is composed of a post-tensioning system characterized by the slipping freedom of the steel reinforcement in relation to the concrete, along the whole extension of the cable, except for the anchorages.

In a non-adherent prestressing, the cables or chutes are wrapped in two or three layers of resistant paper. The wires and paper are painted with bituminous paint in order to tension them after the concrete has hardened. The bitumen avoids the penetration of the cement cream inside the cable and, in this way, it eliminates adhesion between the concrete and the reinforcement [12]. The prestressed concrete is a composite material of the aggregate mixture and a cement paste associated with prestressing cables and/or passive reinforcing bars. Because of the combination of several materials, these structures develop a highly complex behavior, presenting a non-linear response, which is due, among other factors, to time-dependent effects, such as the creep of the concrete [13].

3.2. Mathematical model for the nonlinear vibration problem

Consider a rotary machine mounted on a beam subjected to a pre-tensioning force, without adhesion. It is known that such forces affect the geometric stiffness and, consequently, the values of the undamped free-vibration frequencies. If the structure is designed, as is usually the case, to have frequencies farther from the machine’s service speed rotation, the changes in the frequency due to geometric stiffness may lead to the appearance of potentially dangerous resonance conditions.

Take a beam model of Bernoulli-Euler applied to a simply supported beam AB of length L and inertia I, intended to function as the base of an engine Eg, composed of viscoelastic material, represented by the temporal modulus of elasticity E(t) as shown in Figure 3. A normal force of compression P reproduces the post-tensioning force, which changes the stiffness, and consequently, the natural frequency of vibration of the structure with time. The eccentricity between the engine axis and the part is initially ignored. The vertical displacement of the central joint is the generalized coordinate of the system.

Figure 3.

Beam model.

By using the Rayleigh method [14], the undamped vibration frequency in its first mode considering viscoelasticity is obtained. It is worth mentioning that Rayleigh assumed that a system containing infinite degrees of freedom could be associated with another with a single degree of freedom (SDOF) to approximate its frequency. It is important to note that the technique developed by Rayleigh aimed at calculating the fundamental vibration frequency of elastic systems, as its precision is dependent on the function chosen to represent this mode of vibration.

The basic concept of the method is the principle of energy conservation, and can, therefore, be applied to linear and nonlinear structures. [15] applies the Rayleigh technique to determine the fundamental period of vibration to verify the stability of mechanical systems. The process is described in relation to the principle of virtual works and as the appropriate choice of the generalized coordinate describing the first mode of vibration. At the end of the process, the generalized properties of the system are obtained as stiffness and mass, necessary for the calculation of the frequency.

Consider that the vertical displacement of a generic section of the beam in Figure 4 is given by:

vxt=ϕxqt,E7

in which ϕ(x) is a shape function that attempts to define the boundary conditions in the supports and value 1 in the central section of the beam, whose displacement with time is q(t). In this case, one adopts the shape function ϕ(x) = sin (πx/L), which is the exact solution of the problem without the P load. A prime mark will denote a derivative of the function in relation to x (Lagrange’s notation).

Figure 4.

Rayleigh method.

Applying the Rayleigh method, one has the conventional bending stiffness, K0, as a function of the material behavior and the geometry of the cross, which is equivalent to:

K0t=0LEtIϕ2dx=π4EtI2L3E8

where E(t)I is the known flexural bending with viscoelasticity, represented by multiplication of the temporal material modulus of elasticity with the inertia of the section in relation to the considered movement, the vertical vibration mode (1st mode). In turn, the geometric stiffness, KG, as a function of the normal force of compression (or even tension), is equivalent to:

KG=P0Lϕ2dx=Pπ22LE9

The total generalized mass of the system is found by calculating M = MC + MV where MC is the concentrated mass at the middle span and MV is the mass coming from the beam self-weight given by:

Mv=0LmVϕx2dx=mVL2E10

in which mV represents the total mass per length unit. Finally, the frequency of undamped free vibration (in rad/s) is found by way of Eq. (11):

ωt=KtME11

Considering the total beam stiffness as K(t) = K0(t) − KG, the free undamped frequency of vibration of the 1st mode is found, in Hertz, admitting the compressive force as positive, by:

ft=ωt2π=12π2EtIPL2L3LmV+2Mc12E12

For a better understanding of the Rayleigh method and the importance of the geometric stiffness to the structural analysis, the work [16, 17] should be consulted.

3.3. Numerical simulation 1

The beam gross cross section was estimated with a passive reinforcement arrangement capable of resisting the predicted load in the simulation, being treated by the homogenized section method, with geometry as indicated in Figure 5. The modulus of elasticity of the concrete was calculated according to NBR 6118/2014 [18] recommendations, following Eq. (13), for a concrete characteristic compressive strength, fck, equal to 30 MPa.

E0=αi5600fck=26838.405MPa;αi=0.8+0.2fck80MPa=0.875E13

Figure 5.

Beam section characteristics.

The reinforced concrete specific weight γc was obtained for a material density ρ of 2500 kg/m3 and a gravitational acceleration g of 9.8061 m/s2, therefore γc = 24.52 kN/m3.

Section data:

  • External height: H=16cm

  • Internal height: h=H2t=6cm

  • Wall thickness: t=5cm

  • Concrete cover: c=25mm

  • Reference beam span: L=3m

  • Reinforced bar diameters: db=8mm

  • Number of reinforcement bars: nb=4

  • Total inertia: I=H4h412=5353cm4

  • Gross-sectional area:A=H2h2=220cm2

The concrete section was homogenized by the transformation of the steel bars of the reinforcement, which led to a homogenization factor of 1.061 to be considered in the material and geometric properties of the beam section. The homogenizing technic is presented in Section 4.2. For the simulation, all the elements that constitute physical parts to be added to the system, such as the bar used in prestressing systems and an electric induction motor that represents periodic excitation, were considered as lumped or distributed masses.

By fixing the force on the section-resistant capacity, one can observe the variation of the natural frequency of the beam with time when considering viscoelasticity, as shown in Figure 6(a). A safety factor of 1.170426 to be applied to the loading can be found, which defines the beam collapse at the 90th day, as can be seen in Figure 6(b). By varying force P, which represents a non-adherent post-tension force, from zero to the resistant capacity of the section, the variation of the natural frequency of the beam is obtained, given in the graph in Figure 7. There, it is possible to see that, with the increase of the axial compression force, the beam frequency decreases, since the geometric portion (KG) stiffness is changed, consequently decreasing the total stiffness (K) of the beam.

Figure 6.

Frequency of the beam with time with viscoelasticity. (a) Frequency with time for capacity of the section, (b) Safety factor γ—Collapse at 90th day.

Figure 7.

Resonant and non-resonant frequencies as a function of axial compression force P.

Since the motor rotation is set at 1200 rpm (20 Hz), represented by the dotted horizontal line, there is no resonance without consideration of viscoelasticity, but the resonance appears when the natural frequency of the beam is calculated with the introduction of the viscoelastic behavior of the material. For 10 days after application of load, for example, the resonant regime can be observed by the intersection of two curves, dotted (horizontal) and dashed (sloped), defining exactly for which prestressing force the phenomenon occurs at that instant (210 kN).

4. Column as a structure for transmitting system

4.1. Formulation of the undamped vibration problem

Assuming the well-known trigonometric function

ϕx=1cosπx2L,E14

where x is an independent variable of the problem originating in the base, in the cantilever position, and L is length of the column, q(t) is the generalized coordinate, and e(t) is the vertical displacement of the top due the vibratory movement, as shown in Figure 8. By using the Rayleigh method, in a similar way as described in the previous Section 3.2, the conventional stiffness is found by

k0st=Ls1LsEtIsFsϕ2dx,withK0t=s=1nk0st,E15

Figure 8.

Mathematical model of vibration of a column.

where kos(t) and Fs are the parcel of the stiffness and the homogenizing factor of the concrete cross section due to the reinforcement steel at the segment s. K0 is the final conventional stiffness, where n is the total number of intervals given by the structural geometry. E(t) represents the variable modulus of elasticity on time, according Eq. (6), and Is is the moment of inertia of each section.

The geometric stiffness is obtained by the following equation:

kgs=Ls1LsNxϕ2dx,withKg=s=1nkgs,E16

where kgs is the geometric stiffness at the interval s; Kg is the total geometric stiffness of the structure, with n as defined before; N(x) is a normal effort function at the respective interval, which includes the self-weight of the column on considered part, and the lumped forces from upper segments, or better

Nx=m0+m¯sLsLs1xg,E17

with m0, m¯sare defined below, and g is the acceleration of gravity. The generalized mass is then given by M = m0 + m, where m0 is the lumped mass on the top and m is the generalized mass found with

ms=Ls1Lsm¯sϕx2dx,withm¯s=Asρ  and  m=s=1nms,E18

where m¯sis the mass to each segment s, found by multiplying the cross-sectional area As to the density ρ of the material at the respective intervals, that is, m¯s, mass per unit length, and m, generalized mass of the system due the density of the material, with n as defined previously. The first natural frequency of the structure is calculated:

ωt=KtMrd/sft=ωt2πHertz,E19

taking into consideration that, for a compressive force being positive, the temporal stiffness is:

Kt=K0tKg.E20

It is important to mention that Eq. (14) has been evaluated by [19] as a valid shape for the first mode of vibration with geometric nonlinear characteristics, applied for actual structures, even those with variable geometry, being a function valid throughout the entire domain of the structure.

4.2. Numerical simulation 2

A 40-m-high reinforced concrete pole structure with an external 60-cm hollow circular cross-sectional diameter, with variable thickness (Figure 9) and a slenderness ratio of 472 was used for analysis. The properties of the sections change along the length due to the changes in thickness and variation of the steel area.

Figure 9.

A column as a mast transition system.

The concrete used in the manufacture of the structure had the compression characteristic strength fck of 45 MPa, viscosity η1 of 51089681149.92 MPa.s, and a density ρ of 2600 kg/m3. The concrete cover c’ specified for the reinforcing steel was 25 mm and the steel used in the construction of the pole was CA-50, with yield strength of 500 MPa and modulus of elasticity Es of 205 GPa. The secant modulus of elasticity of the concrete Ec is 31931.05 MPa. The numerical simulation was performed considering that all elastic parameters in Eq. (6) are equal to the modulus of elasticity of the concrete, E0 = E1 = Ec.

The structure also has an array of antennas and accessories, such as a platform, stairs, cables, and mats (characteristics shown in Table 1), which exert compressive forces. It is important to mention that the viscous parameter was adjusted so that the deformations converged at 90 days (Figure 10(a)), as observed by [8]. With this, it was possible to obtain the variable modulus of elasticity E(t) (Figure 10(b)). The gravitational (g) acceleration was assumed to be 9.806650 m/s2.

DispositiveHeightWeight
Polefrom 0 to 40 m25.48 kN/m3
Stairfrom 0 to 40 m0.15 kN/m
Cablesfrom 0 to 40 m0.25 kN/m
Platform and supports40 m4.90 kN
Antennas40 m1.88 kN

Table 1.

Structure’s characteristics and devices.

Figure 10.

Deformation and modulus of elasticity over time. (a) Deformation, (b) Elasticity.

Since this is a cylindrical concrete reinforcement structure, it is necessary to take into account the presence of reinforcement bars at the moment of inertia of the cross-sectional area, which must be done by homogenizing the concrete area. Considering a circular ring cross section with external diameter D; thickness of the wall ts; s relative to the considerate segment of the structure; a reinforcement bar bi any occupies a position i in the section defined by Rbi and θi, as shown in Figure 11. Rbi determines the center position of each bar in relation to the section center. c’ is the concrete cover of the reinforcement and dbi is the diameter of the i bar.

Rbi=D2c'dbi2.E21

Figure 11.

Parameters for homogenizing concrete section.

As θi is the independent variable, the distance between the center of each bar relative to the axis center of inertia of the section is

yθi=senθiRbi.E22

The spacing between the center of each bar section was obtained for sp. = 2πRbi/nbi, where nbi is the number of bars of the reinforcement steel. The angular phase shift between them is Δθ = sp/Rbi. Since the θi varies from 0 to 2π at intervals defined by Δθ, the total inertia of the steel bars in relation to the section of the structure could be obtained by the theorem of parallel axes with the expression (14).

Is=θ2ππdbi464+yθi2πdbi24.E23

The homogenized moment of inertia of the steel bars will thus be:

Ishom=θ2πIθiEsEc1.E24

The total homogenized inertia of the section will be obtained by Itot = I + Ishom, with I being the inertia of the circular section, I = π/64 [D4 - (D - 2ts)4]. Thus, to find a factor Fs, which multiplies the nominal inertia of the section in terms of total steel inertia, the homogenized section is made by Fs = 1 + (Ishom/Itot). Factors of homogenizing, the structural properties and the geometry of the structure are shown in Table 2.

Height Ls (m)External diameter D (cm)Thickness ts (cm)Number of bar (nbi)Bar diameter dbi (mm)Factors of homogenizing Fs
40601020131.0963
3960102013
3860102013
3760102013
3660102013
3560102013
3460102013
3360102013
3260102013
31601320131.0869
30601215161.0995
29601115161.1029
2860111516
2760111516
2660111516
25601116161.1091
24601117161.1153
23601118161.1214
22601119161.1274
21601120161.1334
20601420161.1230
19601515201.1374
18601615201.1354
17601316201.1512
1660131620
15601317201.1594
14601318201.1675
13601319201.1755
1260131920
11601320201.1833
10601322201.1987
9601622201.1889
8601615251.1961
7601715251.194
6601416251.2132
560141625
4601417251.2241
360141725
260141725
1601817251.2136
060181725

Table 2.

Structural properties and homogenizing factors of sections.

Considering that the actual structure has variable proprieties along the height, the expressions (16), (17) and (18) must be resolved for each interval defined by structural geometry. The frequency was calculated for the 90th day according to Eq. (10) (see Figure 12).

Figure 12.

Frequency variation on structure at 90 days.

Figure 13(a) shows the structural frequency over time, for a height limit of losing stability, calculated for the 90th day, considering viscoelasticity (L = 50.6975 m). To a height of 57.0000 m, for example, the behavior of Figure 13(b) is found, with the structural collapse occurring on the 60th day. The height limit without viscoelasticity (instant 0) is 71.29 m, a frequency of 0.0000 Hz.

Figure 13.

Structural frequency on height of losing stability. (a) L = 50.6975 m—Collapse on the 90th day, (b) L = 57.0000 m—Collapse on the 60th day.

Similar simulations for evaluation of the viscoelasticity can be found in [20, 21].

5. Conclusions

Simulation 1

  • In this work, a numerical simulation of a reinforced-prestressed concrete beam as a support for rotating machines was performed.

  • For the vibration analysis, the viscoelasticity, which is an intrinsic material property, was introduced due to the slenderness of the beam, revealing a resonant regime not foreseen in the linear analysis (without viscoelasticity).

  • The effect of geometric stiffness produced by the horizontal loading and the corresponding possibility of introducing resonant regimes in the structural support system were demonstrated by calculating their frequencies.

  • It can be concluded, therefore, that due to the increase of the axial compressive force, resonance conditions can occur, as represented by the intersection of the curves in Figure 7. In the present study, resonance occurs when the axial compression force reaches 210 kN at 10 days. Other instants might also be considered.

  • Since the force of post-tension decreases the stiffness of the beam, this can lead to the resonant regime if it has not been previously evaluated in the structural analysis.

  • The technique studied in this chapter offers an efficient tool to provide the removal of the support structure of that unwanted regime, avoiding the production of harmful effects on the equipment, fabricated products, and work environment of the operators.

  • In further work, it is necessary to introduce normative criteria, perform experimental activity, and evaluate the influence of the prestressing bar stiffness on the structural response.

Simulation 2

  • The modulus of elasticity calculated by Eq. (6) on the ninth day was 16027.64 MPa, which represents a decrease of 49.81% in relation to the initial value of 31931.05 MPa.

  • The frequency of the structure calculated at the initial moment was 0.215715 Hz, and on the 90th day, of 0.135021 Hz, representing a reduction of 37.41%.

  • The simulated structure finds its limit of stability when reaching 50.6975 m, collapsing at 90 days. If the viscoelastic effect were not considered, the height limit would be 71.29 m, 20.47% above the first one. The obtained result was taken for an exactitude of five decimal significant algorisms (f = 0.00000).

  • The previous aspect is relevant because if the height were considered between the limit established without the viscoelasticity and that defined with it, the structure would collapse before the end of 90 days in service. For a height of 57 m, for example, the collapse would occur 60 days after being loaded.

  • Others rheological models for representing viscoelastic behavior can be tested in order to evaluate the frequency of a column of reinforced concrete as well as criteria from regulatory codes.

  • The critical load of buckling can be obtained by using the same process present in this work and comparing it to other tools for calculations as, for example, finite element method (FEM).

Acknowledgments

This work was supported by the National Council for Scientific and Technological Development (CNPq) from Brazil by process 443,044/2014–7 in Call MCTI/CNPQ/Universal 14/2014.

© 2018 The Author(s). Licensee IntechOpen. This chapter is distributed under the terms of the Creative Commons Attribution 3.0 License, which permits unrestricted use, distribution, and reproduction in any medium, provided the original work is properly cited.

How to cite and reference

Link to this chapter Copy to clipboard

Cite this chapter Copy to clipboard

Alexandre de M. Wahrhaftig, Reyolando M. L. R. F. Brasil and Lázaro S. M. S. C. Nascimento (July 11th 2018). Analytical and Mathematical Analysis of the Vibration of Structural Systems Considering Geometric Stiffness and Viscoelasticity, Numerical Simulations in Engineering and Science, Srinivas P. Rao, IntechOpen, DOI: 10.5772/intechopen.75615. Available from:

chapter statistics

281total chapter downloads

1Crossref citations

More statistics for editors and authors

Login to your personal dashboard for more detailed statistics on your publications.

Access personal reporting

Related Content

This Book

Next chapter

Collapse Load for Thin-Walled Rectangular Tubes

By Kenichi Masuda and Dai-Heng Chen

Related Book

First chapter

Monte Carlo Simulations in NDT

By Frank Sukowski and Norman Uhlmann

We are IntechOpen, the world's leading publisher of Open Access books. Built by scientists, for scientists. Our readership spans scientists, professors, researchers, librarians, and students, as well as business professionals. We share our knowledge and peer-reveiwed research papers with libraries, scientific and engineering societies, and also work with corporate R&D departments and government entities.

More About Us