Stochastically simulated blast-induced ground motion effects on nonlinear response of an industrial masonry chimney

ORIGINAL PAPER

Stochastically simulated blast-induced ground motion effectson nonlinear response of an industrial masonry chimney

Kemal Hacıefendioglu • Emre Alpaslan

� Springer-Verlag Berlin Heidelberg 2013

Abstract This paper presents the dynamic response

analysis of industrial masonry chimney subjected to arti-

ficially generated surface blast induced ground shock by

using a three-dimensional finite element model. The effects

of surface blast-induced ground shocks on nearby struc-

tures depend on the distance between the explosion centre

and the structure, and charge weight. Blast-induced ground

motions can be represented by power spectral density

function and applied to each support point of the 3D finite

element model of the industrial masonry system. In this

study, a parametric study is mainly conducted to estimate

the effect of the blast-induced ground motions on the

nonlinear response of a chimney type masonry structure.

Therefore, the analysis was carried out for different values

of the charge weights and distances from the charge center.

The initial crack and propagation of the crack pattern at the

base of the chimney were evaluated. Moreover, the maxi-

mum stresses and displacements through the height of the

chimney were investigated. The results of the study

underline that blast-induced ground motions effects should

be considered to perform the non-linear dynamic analysis

of masonry type chimney structures more accurately.

Keywords Industrial masonry chimney �Blast-induced ground motion � Charge weight �Charge centre

1 Introduction

In the past decades, the explosion events often seen due to

the terrorist attacks have caused significant damages to

existing structures. Therefore, the effects of the explosion

should be taken into account for reliability the existing

buildings and also in designing structures to be constructed.

Nowadays, the importance of damage risk assessment

increases in design process of structures against explosions.

Furthermore, risk assessments should be considered not

only for modern buildings but also for high cultural value

structures and the necessary measures should be taken

accordingly. For this purpose, this paper estimated the

dynamic behavior of a masonry type industrial chimney

subjected to stochastically simulated blast loads and cal-

culated the risk assessment.

Surface explosions is one of the potential environmental

threats, such as earthquake and wind, for the structures and

it can cause detrimental effects on nearby structures, partly

or completely damaged, and structures have to resist these

kind of loads during their entire life (Hacıefendioglu et al.

2013). Therefore, blast loads should be considered in the

analysis and design practice of the structures to minimize

cracks or other kind of damages in buildings and other

types of structural systems.

The effects of the blast loadings on structures depend

primarily on vibration levels, excitation frequencies, site

conditions, distances from the blast’s source and structural

properties. This type of loadings generates ground vibra-

tions and air blast pressures on nearby structures. The

generated ground vibrations reach the foundations of the

structure before the air blast pressure. Therefore, before

investigating all the effects caused by the blast type load-

ings on structures, emphasizing the importance of the blast-

induced ground motions can be more expressive for the

K. Hacıefendioglu (&) � E. Alpaslan

Department of Civil Engineering, Ondokuz Mayıs University,

Kurupelit, 55139 Samsun, Turkey

e-mail: [email protected]

E. Alpaslan

e-mail: [email protected]

123

Stoch Environ Res Risk Assess

DOI 10.1007/s00477-013-0761-7

dynamic response analysis of structural systems. So far,

researches conducted about the blast-induced ground

motions is very limited (Wu and Hao 2004, 2007; Ma et al.

2004; Hao and Wu 2005; Lu and Wang 2006; Wu et al.

2005; Singh and Roy 2010; Hacefendioglu et al. 2012).

Available knowledge about the dynamic behavior of

masonry structures subjected to blast-induced ground

motions is also very limited (Hao et al. 2002; Wu et al.

2005). Furthermore, very limited research has been carried

out about the seismic assessment of industrial masonry

chimneys yet. Pallares et al. (2006) studied the seismic

behavior of an unreinforced masonry chimney. In this

paper, a 3D finite element model which is capable of

reproducing cracking and crushing phenomena were used

in a non-linear analysis. Pallares et al. (2009a) carried out a

theoretical study using three well-known masonry analysis

constitutive models to simulate the response of the con-

sidered structure to specific seismic forces. Pallares et al.

(2009b) presented the results of an experimental study to

calibrate a numerical model of an industrial masonry

chimney. From this calibrated model results of a seismic

study were presented, in which the peak ground accelera-

tion withstood by the chimney was calculated and an

assessment of the efficiency of using carbon-fiber-rein-

forced polymer (CFRP) arranged in vertical strips as pro-

tection against seismic motions was made.

Many factories with industrial chimneys have been built

in all over the world as well as in Turkey since the

beginning of the industrial revolution in the 20th century.

In many regions of Turkey, the surface explosions take

place due to the terrorist attacks or other intentional. For

this reason, essential precautions should be considered to

minimize cracks or other kind of damages resulted in a

possible surface explosion close to this kind of existing

structures in Turkey due to fact that they are under pro-

tection as cultural heritage. As it is indicated, the main

contribution of previous studies are generally about the

earthquake response of masonry industrial chimney, how-

ever, this paper focused on investigating the dynamic

response of masonry type industrial chimneys under blast-

induced ground motions.

This study carries out a 3D dynamic analysis of masonry

type industrial masonry chimneys when subjected to blast-

induced ground motions. ANSYS (2012) is used to perform

the required numerical calculations. The parametric study

is conducted to understand the effect of blast-induced

ground motion on the non-linear seismic response of the

masonry chimney. Three different charge weights with

three different charge centers were subjected to the chim-

ney and initial crack configuration, crack propagation,

maximum stresses and displacements through the masonry

chimney were determined.

2 Direct blast-induced ground motion model

When a surface or underground explosion takes place, it

generates both ground shock and airblast pressure and the

structures relatively close to explosive center are influ-

enced by these kinds of loadings. Due to the fact that there

are differences in wave propagation velocities between in

the soil and in the air, ground shocks generally arrive

faster at nearby foundations of structures than airblast

pressures. The effects of airblast pressures on the struc-

tures have been investigated by researches especially in

the last two decades; however, the influence of direct

blast-induced ground motions on the structural responses

has not been established well-enough. Because ground

shocks excite the structure before the airblast pressures,

structures will react to the airblast pressures with non-zero

initial condition.

The parameters to determine ground shock time history

include its arriving time ta, duration td, peak value peak

particle acceleration (PPA) or peak particle velocity (PPV),

principal frequency PF and power spectrum function S(f).

For the granite site, the PPA of acceleration time history

was predicted as a function of charge weight and distance

(Wu et al. 2005)

PPA ¼ 3:979R�1:45Q1:07 ð1Þ

where PPA is peak particle acceleration, R is the distance

in meters measured from the charge center and Q is the

TNT charge weight in kilograms.

The numerically simulated ground motion time histories

on rock surface are used to derive the above parameters.

The blast-induced ground motion time histories are utilized

to understand the dynamic behavior of structures. Due to

the fact that it is difficult to obtain blast-induced ground

shock time histories experimentally, in this study, time

histories of ground shocks are simulated by BlastGM

(Koksal 2013) software.

Non-stationary random process method is used for the

modeling of blast-induced ground motions. In this

approach, the acceleration values of ground motions are

obtained by using the parameters such as the deterministic

shape function (time intensity envelope function), p(t), and

the stationary process, w(t) (Bolotin 1960; Jennings et al.

1969; Ruiz and Penzien 1969). The non-stationary blast-

induced ground excitations can be obtained by using

Eq. (2) as suggested by Amin and Ang (1968).

ab tð Þ ¼ p tð Þw tð Þsta ð2Þ

Time intensity envelope function is used to calculate the

non-stationary seismic ground excitation in the time domain

in earthquake engineering. In Eq. (3), shape function is

obtained from Hilbert transform (Kanasewich 1981). It


123

indicates that the envelope of blast-induced ground motion

can be appropriately modeled as exponentially by using a

shape function as defined by Eq. (3) (Wu and Hao 2004).

p tð Þ ¼ 0; t� 0;mte�nt2

t [ 0;

�ð3Þ

In this equation, the term m and n depends on the non-

stationary ground motion and e is the base of natural

logarithm. The parameters m and n are derived from tpwhich is the duration for ground shock to reach its

maximum acceleration value from ta (Wu and Hao 2004).

It has the form of Eq. (4).

tp ¼ffiffiffiffiffiffiffiffiffiffi1=2n

pm ¼

ffiffiffiffiffiffiffi2nep ð4Þ

From the experimental data, the arrival time at a point

on ground surface with a distance R from charge center can

be determined by Eq. (5).

ta ¼ 0:91R1:03Q�0:02�

cs ð5Þ

where cs is the P wave velocity of the granite soil type. The

empirical equation of the time instant tp is estimated by

Eq. (6).

tp ¼ 5:1� 10�4Q0:27 R=Q1=3

� �0:81

¼ 5:1� 10�4R0:81 ð6Þ

As can be seen from Eq. (6), tp only depends on the

distance of charge center, R.

Duration of ground shock wave is a significant param-

eter that affects the structural responses. In this study,

ground shock wave duration td is expressed as defined by

Eq. (7).

td ¼ t � ta ð7Þ

The general shape function of a blast-induced ground

motion is illustrated in Fig. 1.

3 Stochastically simulated blast induced ground

acceleration

In order to generate wave forms as a representative ground

motion, the first step is to produce samples of white noise.

Then, by using the shape function, they are shaped and

passed through the filter.

The generation of a sequence of independent random

numbers uj with uniform distribution in the interval (0, 1) is

obtained. The derivation of a new sequence of independent

random numbers wj with Gaussian distributions having zero

mean and unit variance is procured as shown in Eq. (8).

wj ¼ �2 ln uj

� �1=2cos 2pujþ1

� �j ¼ odd

wjþ1 ¼ �2 ln uj

� �1=2sin 2pujþ1

� �j ¼ odd

ð8Þ

After this step, the sequence of white numbers is arranged

at intervals Ds with the origin time randomly modeled from

uniform distribution in the interval (0, Ds). A group of

random waveforms w(t) is produced by continuing the

procedure a sufficient of number of times. By multiplying

the ordinates wj of each wave forms to pS0=Dsð Þ1=2, the

autocorrelation of the process evolves into Eq. (9).

R sð Þ ¼

0 s� � 2DspS0

Ds43þ 2 s

Ds

� �þ s

Ds

� �2þ 16

sDs

� �3n o

�2Ds� s� � Ds

pS0

Ds23� s

Ds

� �2� 12

sDs

� �3n o

�Ds� s� 0

pS0

Ds23� s

Ds

� �2þ 12

sDs

� �3n o

0� s� � Ds

pS0

Ds43� 2 s

Ds

� �þ s

Ds

� �2� 16

sDs

� �3n o

Ds� s� 2Ds

0 s� 2Ds

8>>>>>>>>>><>>>>>>>>>>:

ð9Þ

In the limit, as Ds comes close to zero, R(t) approaches the

form of Eq. (10).

R sð Þ ¼ pS0d sð Þ ð10Þ

This limiting case points out a white noise with constant

power spectral density S0. As a representative of the bedrock

acceleration process, the non-stationary shot noise is derived

by multiplying a white noise of intensity S0 to a shaping

function p(t). The shaping function p(t) is generated in terms

of variance intensity function as shown in Eq. (11).

p tð Þ ¼ / tð ÞpS0

1=2

ð11Þ

For numerical calculations, the shaping function can be

lumped with the scaling factor; therefore, bedrock

acceleration wave forms can be shown as follows;

ab ¼/ tð ÞDs

� �2

w tð Þ ð12ÞFig. 1 Time intensity envelope function of blast-induced ground

motion


123

The wave forms of the bedrock acceleration are derived

from second order differential equation as shown in

Eq. (13).

z::þ2fx0 z

: þx0z ¼ �ab tð Þag tð Þ ¼ �2fx0 z

: þx20z

ð13Þ

By using step-by-step procedure with piecewise linear

acceleration assumption, the solution of this equation can

be obtained. The periodic function can be written as a

series of sinusoidal waves;

xðtÞ ¼Xn

i¼1

Ai � sinðxit þ /iÞ ð14Þ

where Ai is the amplitude and fi is the phase angle of the ith

contributing sinusoid.Pni¼1

A2i

�2

� �presents the total power

of the steady state motion, x(t). By using an assumption

that the frequencies wi are chosen to lie at equal intervals

Dx, therefore it can be expressed as SðxiÞDx ¼ A2i

�2.

Allowing the number of sinusoids in the motion to get very

large, the total power will be supposed to equal to the area

under the continuous curve SðxiÞ, which affects the spec-

tral density function (Lin 1967)

The stationary process, w tð Þsta, is defined by the power

spectral density function of ground acceleration. The power

spectrum of blast-induced ground motions developed by a

Tajimi (1960) and Kanai (1957) is shown in Eq. (15).

Sðf Þ ¼1þ 412

gf 2=PF2

1� f 2=PF2ð Þ2þ412gf 2=PF2

S0 ð15Þ

where PF is the principal frequency, S0is a scaling factor of

the spectrum, and 1is a parameter governing the spectral

shape. The principle frequency can be written as follows,

PF ¼ 465:62ðR=Q1=3Þ�0:13; 0:3�R=Q1=3� 10 Hzð Þð16Þ

The parameter 1 has a constant value of 0.6. The scaling

factor of the spectrum is,

S0 ¼ 1:49� 10�4R�2:18Q2:89 m2=s3� �

ð17Þ

The software in FORTRAN language to estimate the

probabilistic earthquake acceleration (Ruiz and Penzien

1969) is updated to MATLAB language to obtain

acceleration time histories of blast-induced ground

motion. The updated software program is able to make

cycles until reaching the peak acceleration value and obtain

acceleration time histories based on the peak acceleration

value. The pull-down menu system in the BlastGM

simplifies input data, analysis type, and showing results

features. Analytical results can be transferred to Excel

program, also the program can give plots of time histories of

accelerations, velocities, displacements and pressures due

to blast. Necessary output files are created by the software

to utilize in ANSYS finite element analysis. The software

has Turkish and English language option. Furthermore SI

and American unit systems can be chosen in the software.

Input data and analysis results parts of the program are

presented in Fig. 2.

In order to evaluate the effect of the blast-induced

ground motion on the nonlinear response of the industrial

Fig. 2 Input data and results

parts of BlastGM Software


123

Fig. 3 Acceleration–time

histories of simulated blast-

induced ground motions


123

masonry chimney, three different charge weights with three

different charge centers were simulated by using this

software. The charge weights are chosen as 50, 100 and

150 kg, with distances of 10, 15, and 25 m. The acceler-

ation–time histories of each case are illustrated in Fig. 3.

4 Drucker–Prager material model

The Drucker–Prager criteria can adequately establish the

plastic and cracking behavior of the structure adapted to the

nonlinear behavior of the industrial masonry chimney

herein. The criterion is generally used to determine the

frontier between linear and non-linear behavior in masonry

structures.

The method has been performed for masonry structures

in different situations to determine the initial cracks at the

beginning of plastic deformation.

The Drucker–Prager yield criterion used to determine

the nonlinear behavior can be calculated by using the mean

of the maximum total normal or principal stresses as

follows:

Fu ¼ �aI1 þ J1=22 � Ky ð18Þ

where I1 ¼ rii is the first invariant of stress tensor and can

be calculated from

I1 ¼ rx þ ry ¼ r1 þ r2 ð19Þ

and J2 ¼ 12SijSij is the second invariant of deviatoric stress

tensor: Sij ¼ rij � 13I1dij. Where dij is the Kronecker delta.

J2 ¼1

3r2

x þ r2y � rx:ry

h iþ s2

xy ¼1

3r2

1 þ r22 � r1:r2

�ð20Þ

where rx; ry are, respectively, the normal stresses in the

horizontal and vertical directions, sxy is the shear stress,

r1; r2 are the principal stresses. In Eqs. (20 and 21), �a and

Ky are constant material properties derived from cohesion,

c, and angle of friction, h;

�a ¼ 2 � sin hffiffiffi3p

3� sin hð Þð21Þ

and

Ky ¼6 � c � cos hffiffiffi3p

3� sin hð Þð22Þ

Depending on the results of Eq. (20), if, Fu\0, the

material behavior remains in the elastic region. In the case

of yield function, Fu� 0, the material crosses the plastic

region (Drucker and Prager 1952; Griffiths 1990).

5 Nonlinear solution of dynamic equilibrium equation

The matrix equation of motion with nonlinear stiffness

under earthquake excitation for multi-degree of freedom

system can be written as;

M €UðtÞ þ C _UðtÞ þ ½KðUÞ�UðtÞ ¼ �MaðtÞ ð23Þ

where M, C and K are the mass, damping and stiffness

matrices, respectively. €U; _U and U are the vectors of the

acceleration, velocity and displacement, respectively. In

addition, where aðtÞ denotes the ground motion accelera-

tion. The stiffness matrix is a function of the deformed

position of the structure. Solution of this equation is carried

out in time domain using the Newmark b Method.

The damping matrix is proportional the mass and stiff-

ness matrices:

½C� ¼ a½M� þ b½K� a ¼2xixj njxi

� �x2

j � x2i

;

b ¼2 njxj � nixi

� �x2

j � x2i

ð24Þ

where xi;xj are the first and second modes, and ni; nj the

damping ratios for the first and second normal modes of

vibration, respectively. The final expression of equation of

motion with nonlinear behavior obtained by substituting

the required parameters and equations into Eq. (23) leads

the following relationship: (Hart and Wong 2000)

~qkþ1 ¼ ~FðnÞN ~qk þ ~H

ðnEQÞN akþ1 � ~H

ðnEQÞN ak ð25Þ

where ~qkþ1 ¼ Uk_Uk

€Uk

� �T. The ~F

nð ÞN and ~H

ðnEQÞN ak matrices

are functions of the time, and these matrices are computed

at each time step. The superscript (n) denotes nonlinear

time history analysis.

~Fnð Þ

N and ~HnEQð Þ

N matrices are

~Fnð Þ

N ¼I Dtð ÞI � a Dtð Þ3B�1Ks

12

Dtð Þ2I � a Dtð Þ3B�1C � 12a Dtð Þ4B�1Ks

0 I � d Dtð Þ2B�1Ks Dtð ÞI � d Dtð Þ2B�1C � 12d Dtð Þ3B�1Ks

0 � Dtð ÞB�1Ks I � Dtð ÞB�1C � 12ðDtÞ2B�1Ks

0B@

1CA ð26Þ


123

~HðnEQÞN ¼ �

aðDtÞ2B�1M

dðDtÞB�1M

B�1M

24

35 ð27Þ

where B�1 is a unit matrix, and a, d presents the numerical

solution method constants. Matrices Eqs. (25 and 26)

require the inversion of the B matrix at each time step and

it follows (Hart and Wong 2000):

B ¼ M þ d Dtð ÞC þ a Dtð Þ2Ks ð28Þ

6 Numerical application

To accomplish the primary objective of the study is to

understand the effect of the blast-induced ground vibration on

the non-linear structural response, an industrial masonry

chimney located in Turkey was chosen as an example of

numerical application in this study. The masonry chimney was

made from brick and has an elevation of 60.0 m. Figure 4

represents the picture of the chimney, its dimensions and a

cross section at 30 m height. The internal diameter and wall

thickness of the chimney are assumed to be linearly varying.

The finite element structural analysis program ANSYS

was used. Solid65 element was employed to represent the

masonry chimney because of its capability of cracking in

tension and crushing in compression. The element has eight

nodes and each node has three degrees of freedom: trans-

lations in the nodal x, y, and z directions. In the model,

linear elastic material behavior was assumed and the

stiffness degradation was neglected. Soil-structure inter-

action effects and base rotations were not considered in the

analyses. The modulus of elasticity, Poisson’s ratio and

mass density of the masonry material were chosen as

5.886 9 109 N/m2, 0.2 and 1,600 kg/m3, respectively.

Three different charge weights with three different

charge centers were simulated to analyze the structural

response to explosive loads. According to the effects of

blast charge weight and distance, crack distributions, the

maximum displacement and von misses stresses (VMS)

through the height of the chimney were evaluated.

7 Numerical results and discussions

In order to evaluate the non-linear behavior of the

masonry chimney subjected to blast-induced ground

motions, a parametric study was performed for different

blast charge weight with different charge centers. The

(b)

0.4m1.2m

0.9m0.9m

2.7m

60.0m1.95m

0.65m

0.4m

(a) (c)

R (Distance)

Rock TNT

Fig. 4 a A picture,

b geometrical and cross-

sectional properties and c finite

element model of the chimney


123

charge weights were chosen as 50, 100 and 150 kg, and

these loads were applied at distances of 10, 15 and 25 m,

for each case. The effects of the blast charge weight and

charge distance on the maximum displacement, stress

distribution through the height and crack pattern of the

chimney were investigated.

(a) (b)

(c)

Fig. 5 Displacement time

histories and displacement

distributions through the height

of the chimney with a charge

distance of 10 m. a 50 kg,

b 100 kg, c 150 kg

(a) (b)

(c)

Fig. 6 VMS time histories and

stress distributions through the

height of the chimney with a

charge distance of 10 m.

a 50 kg, b 100 kg, c 150 kg


123

7.1 Effects of blast intense

To understand the importance of blast intense to the non-

linear behavior of the structure, the charge weights were

chosen as 50, 100 and 150 kg. Maximum displacement, the

VMS distributions through height of the chimney and the

time histories of these parameters are presented in Figs. 5

and 6. It is important to mention that node number 4,328

which is at the top part of the chimney was chosen for the

displacement time histories and node number 374 at bot-

tom part of the chimney was considered for the time history

of stress values.

As can be seen in the figures, increasing charge weight

resulted in an improvement of the displacement and stress

values. For 50 kg charge weight, the maximum dis-

placement occurred at the middle part and decreased at

the upper part of the chimney. For other two cases, 100

and 150 kg charge weight, the maximum displacement

mainly developed between the middle part and top of the

chimney. The time when the maximum displacement and

the stresses occurred generally diminished for the grater

charge weight.

Figures 7 and 8 represents the maximum displacements

and the stresses through the height of the masonry chimney

at a constant charge distance of 10 m. As appears in these

figures, increasing blast charge weight resulted in a con-

siderable increase of the displacement and stress values on

the chimney. Furthermore, as expected, depending on the

geometrical characteristics of the chimney, the stresses

values reduced on higher points, while the displacement

values increased, and also the stress values were signifi-

cantly higher around the bottom points than the higher

points of the chimney.

7.2 Effects of charge center

To demonstrate the importance of the effect of the charge

center on the seismic response of the chimney, the charge

weights mentioned above were applied at different dis-

tances, 10, 15 and 25, for each case of charge weights.Fig. 7 Displacements through height of the chimney

Fig. 8 Stresses through height

of the chimney


123

Figures 9 and 10 represents the effects of the varying

charge centers on the displacement and stress distribution

values through the height of the chimney. The analysis

results indicate that when the structure is close to the blast

charge center, the maximum displacement and stress values

on the structure increases as shown in Figs. 11 and 12.

(a) (b)

(c)

Fig. 9 Displacement time

histories and displacement

distributions through the height

of the chimney. a 10 m, b 15 m,

c 25 m

(a) (b)

(c)

Fig. 10 VMS time histories

and stress distributions through

the height of the a 10 m,

b 15 m, c 25 m


123

In addition to these observations, it is also crucial to

mention the effect of combined charge weight and charge

distance on the structural dynamic response. According to

the analysis results, it can be said that the variation of the

charge weight is dominant factor to determine the maxi-

mum displacement values of the chimney. On the other

hand, the variation of charge center has much more sig-

nificant effect than the charge weight to obtain the maxi-

mum von misses stress values of the chimney. It is

important to note that these observations obtained for the

combined results are based on the simulated charge

weights and charge distances considered in this study.

7.3 Crack pattern

For the purpose of comprehending the effect of blast-

induced ground motions on the non-linear seismic response

of the chimney, the initial crack, the crack progression and

the final crack configuration of the chimney were evaluated

and represented in Fig. 13. It isn’t observed any crack

formation for the 50 kg charge intense with 10, 15, and

25 m charge centers and 100 kg charge intense with 15 and

25 m charge centers. In all other cases, the cracks occured

at the base of the chimney at which the stress intensities

reach maximum values.

For the 100 kg charge weight with 10 m charge center

and 150 kg charge weight with 10, 15, and 25 m charge

centers cracks initiated at 0.0021, 0.0024, 0.0039, 0.0107 s,

respectively. As can be seen from these results, increasing

the charge center resulted in an increase of the time when

initial cracks occured. Additionally, as it is demonstrated in

the figures, after the initial cracks, cracks have symmetri-

cally progressed on both sides of the initial cracks. The

extension of the cracks stops and remains constant when

the maximum acceleration of the blast-induced ground

motion is reached. After that point, it is observed that thereFig. 11 Displacements through height of the chimney

Fig. 12 Stresses through height

of the chimney


123

is only progression of existence cracks and existence

cracks have been getting bigger.

8 Conclusions

The main purpose of this study is to investigate the effect

of blast induced ground motions on the non-linear seismic

behavior of the masonry type chimney structures structure.

For this purpose, a chimney was chosen and modeled

by the finite element method in ANSYS software program.

A parametric study was conducted to evaluate the effect

of different blast charge weights and charge distances on

the seismic behavior of the chimney. Displacement and

stress distributions with maximum values of the chimney

subjected to blast loads were analyzed. The crack

Fig. 13 Initial cracks, crack progression and final crack configurations at the base of the chimney. a 100 kg–10 m, b 150 kg–10 m, c 150 kg–

15 m, d 150 kg–25 m


123

configuration occurred at the base of the chimney was also

examined.

The analysis results demonstrated that blast-induced

ground motions have a significant effect on the non-linear

seismic behavior of the chimney. As can be concluded from

the study, increasing the blast charge intense, and decreas-

ing the blast charge distances produce larger peak dis-

placements and stress values on the chimney. Furthermore,

crack formation starts when the charge weight is getting

bigger and charge distance is getting closer to the chimney.

As a conclusion, all of the results in this study demon-

strate that neglecting the blast-induced ground motion

effects might cause critically underestimation of the

structural collapse potential under certain circumstances.

Therefore, blast-induced ground motion influence should

be considered to predict the non-linear behavior of the

structures, especially when the blast charge intense is rel-

atively higher and blast charge distance is relatively close

to the structure.

References

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Stochastically simulated blast-induced ground motion effects on nonlinear response of an industrial masonry chimney