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ISSN No: 2309-4893 International Journal of Advanced Engineering and Global Technology I Vol-05, Issue-02, March 2017

1615

Dynamic Analysis of Concrete Structures Reinforced

with Basalt Fiber

M. M. Kamal M. A. Safan

Civil Engineering Department Civil Engineering Department

Menoufia University Menoufia University

Shebin El-Kom, Menoufia, Egypt Shebin El-Kom, Menoufia, Egypt

M. A. Hamada

Civil Engineering Department

Menoufia University, Shebin El-Kom, Menoufia, Egypt

[email protected]

Abstract- The basalt fiber plates reinforced with various types

of expanded steel meshes were developed with high strength,

crack resistance, high ductility and energy absorption proper-

ties which might be useful for dynamic applications. Five series

of plates were casted and tested under four different loading

conditions. The dynamic responses such as: frequency, mode

shape and damping factor were extensively investigated using

FFT analyzer. Experimental modal analysis was carried out

using B & K data acquisition type (3160-A-042) analyzer

equipped with B & K Pulse 17.1 software. The experimental

analysis and finite element technique were utilized to study the

effect of open steel mesh configuration, basalt fiber ratio and

boundary fixations on dynamic characteristics of concrete

structures. In addition, the investigated basalt fiber plates were

tested in the high frequency range (up to 140 kHz) through

ultrasonic attenuation technique. For this purpose, an

experimental setup was designed and constructed to measure

dynamic elastic modulus, phase velocity and damping

attenuation. The effect of mesh-layer de-bonding on the dynam-

ic characteristics (natural frequency and damping ratio) was

investigated. Damage was detected using vibration

measurements and identified by comparing signals in higher

frequency ranges before and after damage. Good agreement

between analytical and experimental modal analysis. This

results opens the way to carry out several scenarios to achieve

the best analysis of the dynamic performance of concrete

structures reinforced with basalt fibers.

Index Terms- Modal testing- Finite element- Concrete rein-

forced basalt fiber -Ultrasonic test -Frequency response func-

tion (FRF).

I. INTRODUCTION

Plain concrete has two major deficiencies; a low tensile

strength and low strain at fracture. The tensile strength of

concrete is very low because plain concrete normally con-

tains numerous micro cracks. It is the rapid propagation of

these micro cracks under applied stress that is responsible for

the low tensile strength of the material. These deficiencies

have led to considerable research aimed at developing new

approaches to modifying the brittle properties of concrete.

Current research has developed a new concept to increase

the concrete ductility and its energy absorption capacity,

as well as to improve overall durability. This new generation

technology utilizes fibers, which if regularly dispersed in

layers throughout the concrete matrix, provides better

distribution of both internal and external stresses by using a

three dimensional reinforcing network [1, 2, 3]. The primary

role of the fibers in hardened concrete is to modify the

cracking mechanism. By modifying the Cracking mecha-

nism, the macro-cracking becomes micro-cracking. The

cracks are smaller in width; thus, reducing the permeability

of concrete and the ultimate cracking strain of the concrete is

enhanced. The fibers are capable of carrying a load across

the crack. A major advantage of using fiber reinforced con-

crete (FRC) besides reducing permeability and increase

fatigue strength is that fiber addition improves the tough-

ness or residual load carrying ability after the first crack.

Additionally, a number of studies have shown that the im-

pact resistance of concrete can also improve dramatically

with the addition of fibers.

Basalt rock is a volcanic rock and can be divided into small

particles then formed into chopped basalt fiber strands,

continuous basalt filament wires and basalt mesh. Basalt

fiber has a higher working temperature and a good resistance

to chemical attack, impact load, and fire with less poisonous

fumes. Some of the potential applications of these basalt

composites are: plastic polymer reinforcement, soil

strengthening, bridges and highways, industrial floors, heat

and sound insulation for residential and industrial buildings,

bullet proof vests and retrofitting and rehabilitation of

structures. Up to now, several attempts have been carried out

to use basalt fiber as reinforcing material for concrete. Sim et

al. [4] used basalt fiber as a flexure strengthening material

for reinforced concrete beam members. From the results of

the bending tests, it can be seen that the basalt fiber strength-

ening obviously improved the yielding and the ultimate

strength of beam specimens. Dias et al. [5] studied the frac-

ture toughness of geo polymeric concrete with basalt fiber.

The results showed that the strengthening and toughening

effects of basalt fiber were more efficient on geo polymeric

concrete than that on ordinary concrete. Li et al. [6] investi-

gated the impact mechanical properties of basalt fiber re-

inforced geo polymeric concrete, indicating that the addition

of basalt fiber can significantly improve deformation

mailto:[email protected]


1616

and energy absorption properties of geo polymeric concrete.

Dynamic tests [7] done with use of pre-tension Hopkinson

bar show that high performance fiber reinforced

concrete properties may be strongly affected by high tem-

perature. It is extremely important in many civil en-

gineering and military applications where structure re-

sistance against dynamic loadings may be lowered by fire.

Investigation of the dynamic behavior of concrete reinforced

with basalt fibers plates in the literature is rarely available.

However, limited studies were carried out on reinforced

concrete structures subjected to dynamic loads (e.g. bridge)

to characterize their dynamic behavior for the purpose of

fault diagnosis. Here are some examples: Salaw, W. [8],

conducted full-scale forced- vibration tests before and after

structural repairs on a multi span reinforced concrete

highway bridge. The tests were conducted to study any cor-

relation between repair works and changes in the dynamic

characteristics of the bridge. Comparison of the mode shapes

before and after repairs using modal analysis procedures

was found to give an indication of the repair. The bridge

response was measured using accelerometers and modal

parameters were extracted from the frequency response

function. The result of this study showed that damping ratio

could not be used as an indicator for damage.

Koh and Ray [9], used mode shapes and natural frequency

for modal updating method. The finite element model

updating process modifies parameters in the global stiffness

or mass matrix to reproduce the measured modal data. Thus,

local perturbation of parameters in the global stiffness or

mass matrix indicates damage location.

Richardson [10], focused on the determination of the

functional relationship between variations in the mass,

stiffness, damping and the variations in the model properties

of the structure. This function could be in a simple form in

case of small changes to detect, locate and quantify structur-

al faults by monitoring frequency and damping only. The

complete sensitivity function for mass stiffness and damp-

ing, also the validity of the stiffness sensitivity for small

changes were verified using a 3 DOF numerical example

[11].

In the present work, modal testing is performed using

accelerometers and data acquisition system to measure

structure dynamic response. Collected data are used through

some signal processing analysis to extract the dynamic

parameters. On the other hand, the theoretical models are

tuned fine models are used to form a data base for structure

dynamic behavior under different boundary conditions.

This research covers the application of two different

techniques, namely, mechanical excitation and ultrasonic to

characterize the dynamic behavior of the investigated

composite plates made from concrete reinforced with basalt

fibers. The scope of research covers the numerical simula-

tion and experimental verification.

II. MODAL ANALYSIS USING THE FINITE ELEMENT METHOD

A typical composite basalt fiber plates of dimensions

(150×150×20) mm with various boundary conditions,

C-F-F-F, C-S-F-F, C-C-F-F and C-C-C-C along the edges of

plate are modeled using the finite element method where C

clamped, S simply supported, F free as shown in Fig.1.

With the help of the mixture rule [12] the elastic modulus

of concrete plates reinforced with basalt fiber are com-

puted. The equivalent elastic modulus and density of basalt

fiber composite are computed also, different open mesh,

various volume fraction and boundary conditions are em-

ployed. A mesh of 20×20 elements, eight node brick ele-

ments are utilized in the analysis and as shown in Fig.

2.

The basalt fiber volume fraction can be classified as low

(0.1%-1%), moderate (1%-3%) and high (3%-12%) fiber

volume matrix [13], [14]. In the present study the volume

fraction level were determined as 1%, 3% and 12%

respectively.

Fig. 1 Geometry of specimen.

Fig. 2 Finite element model for specimen.

The stiffness matrix of the element can be then formulated as

[15]:

Where: t is the thickness of basalt fiber plate, [B] is strain

matrix and [D] is the elasticity matrix of basalt fiber plate,

which can be computed according to [15]. Consequently, the

mass matrix of element can be formulated [16] as

Where: ρ is the density of the equivalent composite plate

with various mesh type, [N] is the matrix of shape function

[17].

The eigen-frequency can be then evaluated from the solution

of the characteristic equation for the composite plate given

by:

| |

The eigen values and mode shapes are computed uses the

finite element method software package SOLIDWORKS

(Version 2015). Initially, the plates were modeled in order to

get a first estimation of the un-damped natural frequencies

and mode shapes utilizing finite element type SOLID Mesh.


1617

The material properties were then entered in the program,

and the constraint imposed to simulate a type of fixation.

The numerical results using finite element method

[F.E.M] were computed for different mesh types, various

volume fraction of basalt fiber (Vf) and boundary fixations

and are listed in Table II.

III. EXPERIMENTAL PROCEDURE

A. Materials Preparation

The experimental program was designed to investigate the

effect of reinforced steel mesh configurations and boundary

conditions on the dynamic behavior of concrete with basalt

fiber plates. Five different patterns of mesh reinforcements

were used. Different materials were used to produce the

plates (150×150×20) mm including: mortar, steel meshes,

silica fume, super-plasticizer, fly ash and basalt fibers. The

mix proportions are shown in Table I-b. Fig. 3. Shows the

configurations of steel mesh used in the present work, each

of which has a fixed dimension of 150mm×150mm. Table I-

a. declares the specifications of the used steel meshes ac-

cording to B.S. 405, 1997. The experimental details were

described elsewhere [18].

Table I-a. Expanded Steel Metal Specifications

Table I-b. Mix Proportions for Mortar.

Fig. 3 Configurations of steel meshes.

Table II. Values of the First Five Frequencies in Hz for Concrete with Basalt Fiber Plates under Four Different Boundary Conditions (Finite Element Experimental Results).

Percent open

area %

Overall thickness

mm))

Diamond size

(mm)

Wt

(Kg) Style

80 2 11 1.5 838

82 2.3 11 1.88 1037

72 3.8 22 2.4 1537

68 3.7 16 3.4 2038

Proportions

per Kg /1 m3

Type Materials

556

556 417

175

52 8

1%-3%-12%

Fine sand passing sieve #4

Coarse sand retained sieve #4 Ordinary cement type 1

Potable water

Silica fume SF Euco- Eypet CASTM C 494

Fiber 25 μm length

Sand

Gravel Cement

Water

Mineral admixtures Superplasticizer

Basalt fiber

Boundary Conditions

Plate Configuration EX. F.E EX. F.E EX. F.E EX. F.E

166.00 167.06 102.00 103.37 67.50 70.97 14.50 16.20

A 338.00 340.76 122.00 123.15 93.00 95.94 36.00 39.55

418.00 421.74 219.00 202.66 182.00 184.65 96.00 99.47

500.00 502.71 283.00 285.33 226.00 230.69 124.00 126.86

607.00 610.87 310.00 313.56 257.00 262.81 143.00 144.41

163.00 165.20 99.00 102.23 65.00 70.19 14.00 16.02

B 333.00 336.97 118.00 121.78 91.00 94.88 35.00 39.11

413.00 417.05 197.00 200.41 178.00 182.60 94.00 98.37

493.00 497.13 279.00 282.16 224.00 228.14 121.00 125.45

599.00 604.08 308.00 310.07 254.00 259.90 139.00 142.80

161.00 164.07 97.00 101.52 63.00 69.70 13.50 15.91

C 330.00 334.66 116.00 120.94 89.00 94.23 34.00 38.84

410.00 414.19 195.00 199.04 175.00 181.34 92.00 97.69

490.00 493.71 274.00 280.23 221.00 226.57 119.00 124.59

593.00 599.93 305.00 307.94 251.00 258.11 137.00 142.80

157.00 162.94 94.00 100.82 62.00 69.22 13.00 15.80

D 327.00 332.34 114.00 120.11 86.00 93.58 33.00 38.57

407.00 411.32 193.00 197.66 173.00 180.10 91.00 97.02

487.00 490.30 271.00 278.29 219.00 225.01 117.00 123.73

589.00 595.78 301.00 305.81 248.00 256.34 135.00 140.84

153.00 157.26 92.00 97.31 58.00 66.81 11.50 15.25

Plain 317.00 320.77 111.00 115.93 84.00 90.32 30.00 37.23

394.00 397.00 186.00 190.78 167.00 173.83 88.00 93.64

470.00 473.23 262.00 268.60 213.00 217.17 114.00 119.42

569.00 575.04 289.00 295.17 241.00 247.41 131.00 135.94

A B C

A D


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B. Frequency Response Function The experimental set up, used in the present work, was

described in details [19] where the specimen was

located in a test rig and excited by an impact hammer

"type 8202", which resembles an ordinary hammer but has a

force transducer type ʻ 8200 ʼ built into its tip to register

the force input. The hammer was used to excite the speci-

men at the free end position.

The vibration response of the specimen to the excitation was

measured using piezoelectric accelerometer type (4506) its

weight 18 gram located at different positions away from the

nodes. Both the response of the specimens and the excitation

signal were measured and connected to a B&K data

acquisition type (3160-A-042) analyzer equipped with B&K

pulse 17.1 software used for the analysis and conditioning of

the signals. A PC equipped with the software is connected to

the multi-channel signal analyzer, which is used to collect,

analyze and display the signals, FRF is automatically

calculated and graphically presented through the software.

Modal parameters are extracted from the FRF for each

concrete reinforced with basalt fiber specimen. During mod-

al test, the specimens are fixed in a manner of cantilevered

beam as shown in Fig. 4.

The frequency response spectrum was recorded and printed.

A sample of frequency response function and phase angle for

concrete basalt fiber plate type (A) specimen in cantilever

fixation case is shown in Fig. 9.

The frequency and damping factor measurements for the

fundamental frequency and associated damping factor were

carried out for each specimen. The experimental results were

taken as an average of five measurements of each. The

damping factor (ξ) of a particular response was calculated

from the width of the response peak in the magnitude of the

(FRF) [20]. The experimental measurements of frequency

amplitude and damping factor are listed in Table IV.

C. Damage Identification Using Structural Dynamic Analy-

sis.

To study the effect of mesh-layer de-bonding on the vibra-

tion characteristics of basalt fiber reinforced with concrete

plates, the plates were provided with de-bonding lengths:

10,20,30,40,50&60 mm by inserting aluminum foils of

various sizes on the upper surface of the reinforcing mesh.

The fundamental frequency of cracked plate was recorded

and compared with those for non- cracked plate. The input

parameters were crack length and plate type. The crack

location was kept fixed at mid-line of the tested plate. the

experimental results of fundamental frequency and associat-

ed damping factor for cracked A-plate specimen under canti-

lever fixation as shown in Table V.

Table III. Values of Ultrasonic Measurements for Five Concrete with Basalt Fiber Plates.

Fig. 4 Schematic block diagram of the measuring circuit.

Table IV. Values of Fundamental Frequency (Hz), Amplitude (dB) and Damping Factor for Concrete with Basalt Fiber Plates Tested under Four Different Boundary Conditions* (Experimental Results)

Dynamic Elastic

Modulus (GPa)

Phase Velocity

(m/s) Attenuation

Factor

Code

Number

34.25 3420 0.00430 A

33.01 3375 0.00540 B

31 3350 0.00620 C

29.7 3300 0.00740 D

27.7 3250 0.00919 Plain


1619

D. Ultrasonic Measurements The magnetostractive pulse echo delay-line system [21] is

utilized to measure the attenuation factor ξ and phase veloci-

ty Cp investigations with slight modifications to allow the

resonance frequency spectra for the longitudinal modes of

these specimens to be obtained. In this modified system a

general burst of mechanical oscillation is possible to excite

the tested specimens along its main length at either the

specific natural frequency or at one of the harmonic

frequencies of the specimens. Fig. 5 shows the basic system

used for these measurements while the recorded signal echo

is schematically shown Fig. 6. The first part of the echo

including the cross-over is the direct return of the transmitted

signal, whilst the second part, the decrement, is the

exponential retransmission of the energy stored. The number

of oscillations to the cross over is a function of the line

(wire) cross-section and the properties of resonating materi-

al. The parameters shown in this figure are utilized to calcu-

late, absolutely, the attenuation factors according to

[22]:

(

)

Where, Am and An are respectively, the maximum amplitude

(voltage) of the mth

and nth

pulse echoes and also d is the

length of the wire and specimen. The percentage of error in

the attenuation measurement was ±2%. The longitudinal

resonant modes of vibration of each tested composite

specimen were excited by cementing it with the remote end

of the delay line (wire) of the system. The corresponding

resonance frequencies were detected by measuring periodic

time. For a specimen of length (d), periodic time (t), the

phase velocity Cp is related to this resonance frequency by

[23].

(5)

The most accurate dynamic Young's modulus (ED) usually

follows from determining ultrasonic phase velocity Cp as

using the general relationship [24].

(6)

Fig. 5 Schematic diagram of the magnetostractive delay-line system.

Fig. 6 Set-up of ultrasonic measuring system and the resultant echo.

Table V. Natural Frequencies and Damping Factor for the Cracked A-Plate

under Cantilever Fixation

Damping Ratio N. Frequency (Hz) Crack Length (mm)

0.10 92 Intact

0.18 88 10

0.28 83 20

0.36 70 30

0.42 53 40

0.51 39 50

Boundary Conditions

166 102 67.5 14.5 Frequency

A 26 31 32 38 Amplitude

0.016 0.05 0.07 0.10 Dam. Factor

163 99 65 14 Frequency

B 30 33 36 42 Amplitude

0.03 0.07 0.09 0.15 Dam. Factor

161 97 63 13.5 Frequency

C 34 36 39 46 Amplitude

0.05 0.12 0.14 0.18 Dam. Factor

157 94 62 13 Frequency

D 38 41 43 48 Amplitude

0.07 0.14 0.17 0.22 Dam. Factor

153 92 58 11.5 Frequency

Plain 20 22 28 26 Amplitude

0.006 0.014 0.015 0.03 Dam. Factor


1620

IV. RESULTS AND DISCUSSION

The resonant frequencies, mode shapes and damping factors

of square concrete plates reinforced with basalt fibers have

been measured and analyzed for different mesh configura-

tion and boundary fixations. The measured and computed

values of the frequencies are given in Table II. Comparisons

between the experimental and numerical results of the fre-

quencies indicate good agreements. Table IV. shows the

variation of fundamental frequencies, amplitude and damp-

ing factor of different mesh configuration at the same plate

thickness. It can be seen that the damping factor for different

of plate A is relatively low compared with the other. The

is due to the minimum dissipated energy at this mesh rein-

forcement. Also, it can be noticed that the damping factor of

plain plate is relatively low compared with the other due

to the small stiffness value for this case of bulk material.

In the concrete structure reinforced with basalt fiber plate,

the resonance frequencies of the specimens have recorded

and analyzed for different volume fraction of basalt fiber and

boundary fixation. The measured and computed are

given in Table II. As expected the frequencies of specimens

plain are lower than those of other specimens an specimen

(A) have the higher one. The magnitude of natural frequen-

cies of specimen (A) are greater than those in the plain spec-

imen. The changing of fiber volume fraction from (A) spec-

imen and dummy in the plain specimen decreases the natural

frequencies approximately by 1.26% for the different bound-

ary fixation.

In general, the damping factor in composite materials is

relatively high relative to bulk materials. It is difficult to

control the value by variation of the mass and stiffness. From

Fig.11, it can be noticed that minimum values of the damp-

ing factor occur in the case of clamped [CCCC] plates with

different types of mesh configuration. In all boundary

conditions, it is observed that the damping factor is high for

mesh type [D] compared with other reinforced type. This

explained by the fact that mesh reinforcements are expected

to decrease the plate stiffness and result in maximum energy

dissipation. In view of the state of fixation. It is observed

that the effect of the degree of constraints is dominant on

values of natural frequency and damping factor compared

with the variation of the open mesh type as shown in Fig.10

and Fig.11.

Fig. 8. shows mode shape for the first five mode shapes for

specimen (A) for cantilever boundary conditions.

Determination of the natural frequencies and mode shapes of

a vibrating structure is an important aspect from the stand

point of view of the structure dynamic behavior. The natural

frequency gives information about resonance avoidance for

certain loading conditions. Mode shape, on the other hand,

gives indication about the vibration level at each position of

the structure. One of the most important parameters from

designer's point of view is the location of nodes and anti-

nodes. The nodes are the position in which the vibration van-

ishes, while the antinodes are the positions at which maxi-

mum vibration level occurs. In Table. V, the natural frequencies and damping ratios for

the cracked A-plate under cantilever fixation are set out

based on the dynamic measurements. A group of natural

frequencies can be recognized that represent the dynamic

characteristics of the no cracked plate; that the natural fre-

quencies in this group decrease proportionally until a critical

de-bonding extend ( 20 mm) is reached. The damping

ratio in this group shows an increase, while the natural fre-

quency decreases. Beyond this critical de-bonding extent,

another group of frequencies decrease which represents

the dynamic characteristics of the damaged plate.

The damping ratios in this group increase noticeably beyond

the critical de-bonding extent.

Fig. 7-a Effect of various concrete basalt fiber specimens on attenuation

factor.

Fig. 7-b Effect of various concrete basalt fiber specimens on dynamic

elastic modulus

Fig. 7-c Effect of various concrete basalt fiber specimens on phase velocity.


1621

Fig.8 The first five mode shapes for specimen (A) for cantilever boundary

condition.

Fig. 9 A sample of frequency response function and phase angle for

concrete basalt fiber plate (A-type C-F-F-F).

Frequency Response H1(Responce,Force) - Input1 (M agnit ude)

Working : Input : Input : FFT A nalyzer

5 10 20 50 100 200 500 1k 2k 5k 10k

10m

30m

100m

300m

1

3

10

30

[Hz]

[(m/s² )/N] Frequency Response H1(Responce,Force) - Input1 (M agnit ude)


5 10 20 50 100 200 500 1k 2k 5k 10k

10m

30m

100m

300m

1

3

10

30

[Hz]

[(m/s² )/N]

Frequency Response H1(Responce,Force) - Input (P hase)


5 10 20 50 100 200 500 1k 2k 5k 10k

30m

100m

300m

1

3

10

30

100

[Hz]

[Degree] Frequency Response H1(Responce,Force) - Input (P hase)


5 10 20 50 100 200 500 1k 2k 5k 10k

30m

100m

300m

1

3

10

30

100

[Hz]

[Degree]

(C-F-F-F)

(C-S-F-F)


1622

Fig.10 Frequency response surface of volume fraction and young modulus

for five specimens concrete basalt fiber under four different boundary

conditions.

Fig.11 Damping response surface of volume fraction and young modulus

for five specimens concrete basalt fiber under four different boundary

conditions.

The measuring results of ultrasonic parameters are recorded

and listed in Table III. Where, ρc is the denoted mass densi-

ty.

The ultrasonic phase velocity propagation in the specimen

Cp, the dynamic elastic modules ED and attenuated

damping factor for the first two echoes are given in

Table III. It is clear that specimen with plate A

has higher Cp and Ed values compared with the other

specimens. This is because the basalt fibers are oriented in

the

same direction of wave propagation path.

So the attenuation of the ultrasonic phase velocity was

kept minimum. On the contrast damping values were

(C-C-F-F)

(C-C-C-C)

(F-F-F-C)

(C-C-C-C)


1623

lower for this type of orientation duo to the relative ease

of energy transmission.

It is observed that the obtained results for ED and Cp are

found to be symmetrical. In every basalt fibers specimen a

maximum on the curve of ED is corresponding to a

minimum in attenuation factor as shown in Fig. 7-a, and

Fig.7-b.

In addition, the basalt fibers which at plate A with the

direction of excitation are found to give the highest Cp to

the concrete composite as shown in Fig. 7-c, simply because

the fibers are aligned in the direction of the elastic sound

waves and consequently are able to transmit their energy.

Their propagation is limited with the resultant increase in

dissipated energy and so attenuation factor ζ.

V. CONCLUSION

The dynamic analysis of concrete plates reinforced with

basalt fiber and various steel mesh was configurations

investigated experimentally and numerically under different

boundary conditions. The experimental techniques were

employed, namely, hammering excitation for law frequency

ranges and ultrasonic attenuation for high frequency ranges

(up to 140 kHz). The following conclusions were arrived at:

1. The dynamic characteristics of basalt fiber plates differ

considering depending on mesh and configuration boundary

conditions. There for basalt fiber structures may be tailored

for specified modal parameters and nodes positions to satisfy

certain operations conditions.

2. The numerical results from finite element method indicate

good agreement with those obtained from modal analysis.

However, it is recommended to use finer mesh for the

numerical finite element method considering more nodes of

vibration.

3. The mutual influences of basalt fiber volume, open mesh

area, boundary conditions and vibration mode are significant

on the damping capacity.

4. The positions of the nodes and antinodes are shifted for

basalt fiber plates compared with the plain ones.

5. In the high frequency range (ultrasonic data), the rein-

forced plates have higher stiffness and damping compared

with the un-reinforced plates. In this regard, steel mesh con-

figuration (volume fraction of fibers, open mesh area, wire

diameter, …) have their specific contributions to keep both

stiffness and damping at high levels. However, further ex-

perimentations one required to quantify the specific weight

of those parameters on ultrasonic data.

6. Use of basalt fibers resulted in an increase of the modulus

of rupture of the concrete. However, the increase in the

flexural strength was more pronounced for concrete mix

containing fly ash, admixtures, and with low water-cement

ratio.

Finally, this study is useful for the designer in order to select

the basalt fiber volume fraction, open mesh area, boundary

conditions, to shift the natural frequencies as desired or to

control the dynamic nature.

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