Динамічна сертифікація та оцінювання життєвого циклу будівель за регулярного вибухового впливу
Today in Ukraine, there is no single legalized, generally accepted methodology (at the level of a Ukrainian building standard) for dynamic certification of buildings and structures. A unified approach is proposed as such a technique. It includes four components: visual inspection of buildings; exper...
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| author | Trofymchuk, Oleksandr Kaliukh, Iurii Dunin, Volodymyr Kyrash, Sergiy |
| author_facet | Trofymchuk, Oleksandr Kaliukh, Iurii Dunin, Volodymyr Kyrash, Sergiy |
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| description | Today in Ukraine, there is no single legalized, generally accepted methodology (at the level of a Ukrainian building standard) for dynamic certification of buildings and structures. A unified approach is proposed as such a technique. It includes four components: visual inspection of buildings; experimental studies of the dynamic response of buildings or structures to explosive effects; mathematical modeling of the stress-strain state of the object under study; synthesis of the results of visual inspection; experimental studies and numerical simulation in order to generalize them systematically. As an approbation, the deterioration of the resource of reinforced concrete structures of residential buildings under the conditions of constant mass industrial explosions with a capacity of 500 to 700 tons in the quarry of Southern GZK (Mining and Processing Plant) in the city of Kryvyi Rih, Ukraine, has been studied. Based on the processing of numerous experimental data and the results of mathematical modeling, a probabilistic model for predicting the deterioration of the technical condition of reinforced concrete structures of the Center for Children and Youth Creativity “Mriya” has been obtained. Calculations of the risks of destruction of the building’s load-bearing elements for its vulnerable areas made it possible to clarify its service life. It decreased by ~ 30 years compared to the standard in 2012. |
| doi_str_mv | 10.20535/SRIT.2308-8893.2022.4.09 |
| first_indexed | 2025-07-17T10:27:48Z |
| format | Article |
| fulltext |
O.M. Trofymchuk, I.I. Kaliukh,V.A. Dunin, S.Y. Kyrash, 2022
100 ISSN 1681–6048 System Research & Information Technologies, 2022, №4
TIДC
МАТЕМАТИЧНІ МЕТОДИ, МОДЕЛІ,
ПРОБЛЕМИ І ТЕХНОЛОГІЇ ДОСЛІДЖЕННЯ
СКЛАДНИХ СИСТЕМ
UDC 620.179.1.001.5
DOI: 10.20535/SRIT.2308-8893.2022.4.09
DYNAMIC CERTIFICATION AND ASSESSMENT
OF THE BUILDINGS LIFE CYCLE UNDER REGULAR
EXPLOSIVE IMPACTS
O.M. TROFYMCHUK, I.I. KALIUKH, V.A. DUNIN, S.Y. KYRASH
Abstract. Today in Ukraine, there is no single legalized, generally accepted
methodology (at the level of a Ukrainian building standard) for dynamic certification of
buildings and structures. A unified approach is proposed as such a technique. It includes
four components: visual inspection of buildings; experimental studies of the dynamic re-
sponse of buildings or structures to explosive effects; mathematical modeling of the
stress-strain state of the object under study; synthesis of the results of visual inspection;
experimental studies and numerical simulation in order to generalize them systematically.
As an approbation, the deterioration of the resource of reinforced concrete structures
of residential buildings under the conditions of constant mass industrial explosions
with a capacity of 500 to 700 tons in the quarry of Southern GZK (Mining and
Processing Plant) in the city of Kryvyi Rih, Ukraine, has been studied. Based on the
processing of numerous experimental data and the results of mathematical modeling,
a probabilistic model for predicting the deterioration of the technical condition of re-
inforced concrete structures of the Center for Children and Youth Creativity
“Mriya” has been obtained. Calculations of the risks of destruction of the building’s
load-bearing elements for its vulnerable areas made it possible to clarify its service
life. It decreased by ~ 30 years compared to the standard in 2012.
Keywords: shock waves, experiment, risk, dynamic certification, life cycle of buildings
and structures.
INTRODUCTION
Due to the insufficiently developed network of roads and land transport in the
USSR and for the economic feasibility reasons, the residential neighborhoods
were usually built near industrial zones. That ensured minimal time expenditures
for workers transportation to the enterprises in those zones. At the same time, the
nature of the works performed in industrial zones and their impact on the housing
stock were minimally taken into account during housing development design and
construction. The housing stock buildings in the city of Kryvyi Rih (Dnipropet-
rovsk region, Ukraine) can be mentioned as a typical example of man-made influ-
ences during blasting works in open iron ore quarries. The buildings and struc-
tures dynamic certification is the primary stage of works to ensure the necessary
and economically feasible level of construction projects dynamic stability in con-
ditions of industrial explosions, moral wear and physical tearing. Two main goals
of the buildings and structures dynamic certification include:
Dynamic certification and assessment of the buildings life cycle …
Системні дослідження та інформаційні технології, 2022, № 4 101
1) comparative assessment of the actual seismic resistance of buildings with
the specified territory seismicity (the determination of the buildings seismic
resistance deficiency);
2) identification of the most dangerous projects that require priority
strengthening, repurposing or demolition of the buildings.
The issues of the buildings dynamic certification, physical and dynamic wear
impact and earthquake-resistant construction economic feasibility were given a
serious attention at the state level in the relevant resolutions and other documents
of the Cabinet of Ministers of Ukraine [1, 2], as well as considered in the
numerous works of Ukrainian and foreign researchers including S.V. Medvedev,
V.I. Keilis-Borok, I.E. Itskov, Y.M. Eisenberg, M.A. Cornell, K. Oliveira,
I. Idriss and others [3–10]. The known scientists A. Alonso-Rodriguez, M. Barla,
H. Burton, N. Casagli, F. Catani, C. Del Ventisette, W. Frodella, G. Gigli,
G. Kampas, G. Lollino, G. Luzi, M. Martinelli, R. Piccioni, J. Stewart, Y. Wang
and others should be mentioned among modern foreign researchers in the field of
structures dynamic analysis [11–21].
The existing certification methods can be conditionally divided into the
following three groups: expert assessment methods, analytical calculation
methods, and technical diagnostics methods.
Their comparative analysis shows that, in addition to advantages, the
existing certification methods have several disadvantages [22, 23]. When using
the expert assessment method, the statistical consistency degree of expert
assessments and their confidence intervals remain uncertain. Although this
method, in an opinion of several researchers [2, 22, 23], is the cheapest and the
most common when the actual seismic resistance of buildings is continuously
assessed. At the same time, according to other researchers [24], it gives a rather
high error.
The analytical calculation methods related with DBN [25, 26] reflect the
inherent contradictions in the normative calculation procedures (conditional
design loads or linear elastic models use). Their advantages include taking into
account the actual physical and mechanical characteristics of the structures
material and the possibility of considering the building structures physical tearing.
However, they are labor-intensive and require a lot of time.
The technical diagnostics methods allow to detect and localize an anomaly
of the building dynamic structure, but at the same time they cannot establish its
cause and reveal by means of the structures opening the respective defects of
structural elements and their connection nodes. Usually, the analysis of the
building dynamic structure is carried out at the microdynamic level of impact, at
which the structures and their connections clearly operate in the elastic stage. This
does not allow to take into account the influence of structural and physical
nonlinearity and stiffness parameters degradation on the assessment of the
building seismic resistance.
Due to the described above advantages and disadvantages, specific for each
of the three approaches, the methodological problems of the dynamic certification
can be reduced to two main problems [24].
The first problem is the correct definition of the criterion for assessing the
inspected building dynamic stability reserve including:
1) the expert assessment reflecting the degree of project compliance with
structural requirements [25];
2) the computational and analytical assessment of seismic resistance
corresponding to conditional seismic loads [25];
3) the results of the building technical diagnostics [27].
O.M. Trofymchuk, I.I. Kaliukh, V.A. Dunin, S.Y. Kyrash
ISSN 1681–6048 System Research & Information Technologies, 2022, № 4
102
The second problem is the determination of the necessary level of influ-
ence, at which the building dynamic structure including the microdynamic level at
the elastic stage of the structures operation or the load level corresponding to the
building structures operation beyond the elastic limit should be investigated.
Thus, it can be concluded that in Ukraine today there is no unified dynamic
certification method legalized at the level of DBN [26, 28, 29] or standard. In
view of this, the methods improvement for the buildings inspection to assess their
actual seismic resistance and determine the residual resource with an allowance
for the structures physical tearing, is an urgent task.
The paper proposes to synthesize the methods into a unified VEMS method
consisting of four parts: visual inspection of buildings – the first part; experimen-
tal studies of the dynamic response of buildings or structures to explosive actions
– the second part; mathematical modeling of the stress-strain state of the project
under study – the third part; synthesis of the results of visual inspection, experi-
mental studies and numerical modeling with an aim of their systematic generali-
zation – the fourth part.
Visual examination. Today, the man-made impact of industrial explosions
on the existing housing stock and socio-cultural assets of Kryvyi Rih has signifi-
cantly increased. This is primarily due to the expansion of the iron ore quarries
industrial zone. For example, the open pit of the PivdGZK (Southern Mining and
Processing Plant) for the iron ore extraction in the city of Kryvyi Rih was founded
in 1952 and reached a depth of about 250 m. At ground level, the development of
minerals in the quarry is carried out on the area outlined by an oval with the major
and minor axes of 4 km and 3 km, respectively (sanitary and protective zone dur-
ing explosions is 700 m). The general appearance of the quarry of the Kryvyi Rih
Southern Mining and Processing Plant is presented in Fig. 1.
The boundary of the housing area of the Inhulets district of the city located
to the east and southeast of the quarry passes at an 800–900 m distance from its
eastern edge. Thus, during blasting operations at the quarry upper horizons, the
sanitary protection zone directly approaches to the residential development terri-
tory. The seismic impacts on buildings located in the sanitary protection zone are
Fig. 1. General view of the PivdGZK quarry with the adjacent infrastructure of the
Inhulets district of the Kryvyi Rih city
Dynamic certification and assessment of the buildings life cycle …
Системні дослідження та інформаційні технології, 2022, № 4 103
periodic in nature. Until recently, explosions at the PivdGZK were carried out
once every 2 weeks. At the same time, the maximum mass of explosives for car-
rying out explosions in the PivdGZK quarry ranged from 490 to 652 tons during
the observations period in 2008–2012.
For the observations during the blasting works in the quarry the following
objects are selected: secondary school No. 40, the Center for Children and Youth
Creativity (the Center), the Church of the Nativity of the Theotokos, and three
one-storey buildings measuring 87 m. The listed structures do not cover the
comprehensive spectrum of buildings according to their structural design, but they
fully correspond to their socio-cultural purpose. The School, the Center and the
Church of the Nativity of the Theotokos are, in addition, the buildings of mass
concentration of people and must satisfy the increased safety requirements during
their operation. The assessment of their current state under the seismic effects
from explosions, predictive assessment of their durability (resource) and, there-
fore, of the people safety include the stated task in the category of actual prob-
lems.
In the photographs (Fig. 2) the fragments of the Church of the Nativity of the
Theotokos at 14, Obrucheva St. in Kryvyi Rih, located between two iron ore quar-
ries are shown.
Due to its proximity to the quarries, the building is exposed to a double
"dose" of man-made seismic actions from industrial explosions in two quarries at
once, as can be seen from the recently installed and already cracked glass at the
a b
c d
Fig. 2. Instances of buildings damages due to industrial explosions in Kryvyi Rih
(photographs by Iurii Kaliukh)
O.M. Trofymchuk, I.I. Kaliukh, V.A. Dunin, S.Y. Kyrash
ISSN 1681–6048 System Research & Information Technologies, 2022, № 4
104
entrance (Fig. 2, a) and vertical cracks in the wall (Fig. 2, b). In Fig. 2, c the
church priest presents vertical cracks on his house located on the territory of this
church. In Fig. 2, d the damage to the load-bearing walls of the secondary school
No. 40 building, which is located next to the iron ore quarry, is shown. By the
cracks nature, it can be assumed that the school is in an emergency state resulting
from the regular and constant man-made tremors posing a serious threat, which to
the students at the school are exposed every day during classes.
Many of the observed buildings have a long-term service life. The design
and executive documentation of some buildings has now been lost. Therefore, all
three methods (visual, experimental and theoretical) for the assessment of the
buildings and their load-bearing elements technical condition should be used. The
Center of Creativity building in the Kryvyi Rih city could be considered as an
example. The choice of this building for the detailed experimental and theoretical
research, as well as for the residual resource assessment was also reasoned by the
partial availability of design materials. The building design was developed in
1960. The Center of Creativity was built in the 70s during the period of intensive
extraction of iron ore in the quarry, therefore the building has been subjected to
explosive influences, starting from the construction stage.
In Fig. 3 the area of the load-bearing wall along the axis 1 with an oblique
crack starting from the window opening corner at the second floor, and its
modeling via the building computer model using the finite element method are
shown. Cracks with openings smaller than the above one were not modeled.
Experimental studies. It is possible to consider in more detail the features
of dynamic diagnostics of building structures (floor slabs) with small-amplitude
vibrations (from fractions of a mm to several mm) using high-sensitivity sensors
that can record and single out the buildings vibrations arising due to the back-
ground dynamic loads from industrial explosions. In the 2008–2012 period the
Center building and soil dynamic examinations were carried out according to the
developed methodology, which envisaged the selection and composition of vibra-
tion measuring equipment and the development of the vibration sensors arrange-
ment schemes and methods for recording, storing and processing the received vibration
signals. In Fig. 4 the scheme for recording the shock waves propagation is shown.
Fig. 3. Photo recorded view of the Center bIuilding wall along the axis 1 and an
arrow indicating the crack in the damaged area (a) and its representation in the
computer model N 2 (b)
a b
D
Crack
Dynamic certification and assessment of the buildings life cycle …
Системні дослідження та інформаційні технології, 2022, № 4 105
A typical spectrum of the time signal of vibration acceleration and the amplitude
spectrum of the examined project reinforced concrete floors vibrations are presented in Fig. 5.
a m/c2
a
va
lu
e,
m
/s
2
t, c
b
2
8
6
4
2
0
va
lu
e,
m
/s
2
Frequency, Hz
0.012
0.001
0.008
0.006
0.004
0.002
0
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100
Fig. 5. The time-dependent signal of the radial component of the soil horizontal accelera-
tion near the Center for Children’s Creativity building (a) and its amplitude spectrum (b)
during an explosion with a power of 650 tons, 2012
Examined
bulding
—
—
Direction from the
explosion place
Z
X
2
Fig. 4. Sensors arrangement according to the diagsrams 1 and 2
5
11
O.M. Trofymchuk, I.I. Kaliukh, V.A. Dunin, S.Y. Kyrash
ISSN 1681–6048 System Research & Information Technologies, 2022, № 4
106
Based on the obtained experimental data concerning the actual levels of ac-
celeration and vibration velocity of the soil and Center building structures the fol-
lowing conclusions can be drawn:
1. The values of the soil vibration accelerations at the buildings bases re-
corded during explosions are in the range [0.0238 m/s2 to 0.643 m/s2].
2. The values of the soil vibration velocity at the buildings bases recorded
during explosions are in the range of 0.0004–0.015 m/s [31], which corresponds
to 1–4 points on the S.V. Medvedev’s seismic intensity scale [30].
3. The spectra analysis of the soil accelerations during explosions allows to
find out that the predominant frequencies are in the range of 1–54 Hz. This con-
firms the possibility of building structures (floor and walls) vibrations in a mode
close to resonance. In addition, according to recommendations [31], for the exclu-
sion of the building foundations settlements during explosions, the soil accelera-
tion should be limited to 0.15 m/s2.
Mathematical modeling. For the further research and examination of the
Center building condition, its computer model was developed based on the finite
element method (FEM) with the use of the LIRA-9.6 software package [32]. The
LIRA software package is a multifunctional software package for calculation, re-
search and design of structures for various purposes, which has more than 40
years of history of creation, development and use in the scientific research and
practice of structures design.
The FEM is the theoretical basis of the LIRA software package. The FEM
implemented version uses the principle of possible motions:
),(),( vfvua , (1)
where u is the desired exact solution; v is any possible displacement; ),( vua and
),( vf are the possible actions of external and internal forces (1).
The area occupied by the structure is divided into finite elements r ; the
nodes and their degree of freedom iL (nodes displacements and rotation angles)
are assigned. The degrees of freedom have corresponding them basic (coordinate
or approximating) functions i that differ from zero only at the elements corre-
sponding nodes and correspond to the following equality:
.,0
;,1
ji
ji
L ij (2)
The approximate solution hU must satisfy the main kinematic conditions
and is calculated in the form of a linear combination of basic functions
N
i
iih uU
1
, (3)
where iu are the numbers; N is the number of degrees of freedom.
Substituting hU instead of u and i ( Ni ..1 ) instead of v in (2) allows to
obtain a system of FEM equations shown in the elements of the block-diagram
in Fig. 6.
Dynamic certification and assessment of the buildings life cycle …
Системні дослідження та інформаційні технології, 2022, № 4 107
F
ig
. 6
. B
lo
ck
-d
ia
gr
am
o
f
co
ns
tr
uc
tio
n
pr
oj
ec
ts
d
yn
am
ic
a
na
ly
si
s
ba
se
d
on
th
e
fi
ni
te
e
le
m
en
t m
et
ho
d
(F
E
M
)c
O.M. Trofymchuk, I.I. Kaliukh, V.A. Dunin, S.Y. Kyrash
ISSN 1681–6048 System Research & Information Technologies, 2022, № 4
108
Thus, the FEM use reduces the problem to a system of linear algebraic equa-
tions. An important advantage of the described method is that the К matrix and
the Р vector are obtained by summing the corresponding elements of the stiffness
matrices and load vectors constructed for the individual finite elements. The Fi-
nite Element Library (FEL) contains elements to model the operation of various
types of structures including the rod elements; the quadrangular and triangular
elements of a planar problem such as slabs or shells; the spatial problem elements,
for instance, tetrahedron, parallelepiped or trihedral prism. In addition, there are
various special elements in the FEL that model the connection of finite stiffness,
elastic compliance between nodes, or elements specified by the numerical stiff-
ness matrix. All finite elements in the FEL are theoretically justified and the en-
ergy and displacement error assessments are obtained for them.
In the dynamic analysis, the principle of possible FEM displacements is
changed in comparison with the static calculation according to formula (1) and
takes the following form:
)),((),(),(),( vtfvuavucvub , 0t , (4)
where u is the desired exact solution; v is any possible displacement; ),( vub and
),( vuc are the possible actions of inertial and damping forces, ),( vua and
)),(( vtf are the possible actions of external and internal forces. The problem of
dynamic analysis is formulated in the form of a variational equality with partial
derivatives:
0),),((,,,
2
2
tvtfvuav
t
u
Cv
t
u
b ;
0)0( uu ; 10 u
t
u
, (5)
where )(tuui is the exact solution; 0u and 1u are the initial values of dis-
placement and velocity; other values are the same as in the static problem.
The method of the dynamic problem solution implemented in the LIRA
software envisages combining the FEM with the decomposition according to the
natural vibrations shapes. The solution (5) is searched in the following form:
N
i
iih tuU
1
)( , (6)
where tui are the scalar functions; i are the basic functions of the correspond-
ing static problem.
Substituting, by analogy, hU instead of u and j ( Nj ..1 ) instead of v in
(5), a system of ordinary differential equations given for the block-diagram ele-
ments for dynamic analysis in Fig. 6 is obtained. The equation written in a matrix
form is also given there. In the above equation from the block-diagram, the mass
matrix M is determined by the elements ),(, jiji bm , and the damping matrix
C — by ),(, jiji cc , respectively. The stiffness matrix K is determined by the
elements ),(, jiji ak and the loading vector )(tP is determined by the ele-
ments )),(( ii tfP by analogy with a static problem.
Dynamic certification and assessment of the buildings life cycle …
Системні дослідження та інформаційні технології, 2022, № 4 109
)()(
)()(
2
2
tPtKx
dt
tdx
C
dt
txd
M , (7)
where )(tx , 0x , 1x are the vectors with the elements )()( tutX ii ,
00 uLx ii ,
11 uLx ii .
This method is known as semi-discrete approximation. Its error (the differ-
ence between U and hU ) in terms of the potential and kinetic energy is assessed
in both compatible and incompatible cases by a value proportional to h .
System (7) is calculated by the method of decomposition by the natural vi-
brations shapes. Let i , i be the eigenvalue problem solution; 1, iiM ,
where the symbol , denotes the scalar product:
MK . (8)
The eigenvalue problem (8) is calculated by the subspace iteration method.
Considering that in (7) i
N
i
i tytx
0
)()( , the orthogonality of the function i will
ensure (under certain assumptions about the matrix С) the system (7) disintegra-
tion into independent equations with respect to )(tyi , which are presented in the
block-diagram for the natural vibrations shapes solution (6).
The equation solution with respect to )(tyi is as follows:
t
i
t
i
i
iii
i
iiiit
i dtPtyt
w
yy
ey iiii
0
)(0
01
)(sin)(
1
cossin ,
where iii 1 . The vectors of the inertial forces )(tSi are calculated by
the formula MytS t
iii
)(2)( . The values }|)(|{ 2max
0, tyS iiti are used for cal-
culations. Their values are selected depending on the loads type including wind,
seismic, impulse, impact, or harmonic loads.
The time-dependent dynamics generally involves the four loads specifying
as follows:
The first load is a static load to the structure. For example, dead load of the
structure or self-weight with technological load etc. (it is not mandatory for speci-
fying and may be absent). The static influences are specified in the form of con-
centrated forces and moments both at the scheme nodes (nodal loads) in the direc-
tions of the global and local coordinate systems axes, and at the elements (local
loads) in the directions of the local or global coordinate system.
The second load characterizes the inertial characteristics of the structure
(mass distribution). It can be collected from the first load, from the elements den-
sity, by concentrated masses specifying in the second load, or by the listed options
combination.
The third load establishes the active dynamic load for the structure. In the
LIRA-9.6 software package [32], four types of dynamic loads are implemented: a
broken line with arbitrary segments (the quantity of points pairs and the “time –
value” points pairs themselves are specified); a sinusoidal load specified as
)(sin tA ; an accelerogram; a broken line with uniform segments (the points
O.M. Trofymchuk, I.I. Kaliukh, V.A. Dunin, S.Y. Kyrash
ISSN 1681–6048 System Research & Information Technologies, 2022, № 4
110
quantity, start time, sampling step, scaling factor and broken line value are speci-
fied). The dynamic effects are specified as nodal loads acting along the axes of
the global or local coordinate systems. The weight of the structure mass is speci-
fied as the dead load of structures, equipment etc., while the use of both local and
nodal loads is allowed.
In the fourth load, the structure damping characteristics are specified (they
are not mandatory for specifying and may be absent). The load direction is not
important, because all values are taken according to their absolute values and in
the process of integration the damping forces will be directly proportional to the
velocities.
The boundary conditions in the design scheme can be specified directly for
the node, as well as modeled using finite stiffness connections. The latter is espe-
cially effective if it is necessary to define responses in overlapping connections.
After specifying two to four loads in the sequence indicated above, for successful
execution of the calculation it is necessary to specify the parameters for the dis-
placements equations integration and specify just which calculation results are
required by the user: only displacements, displacements and forces, or displace-
ments, forces and calculated combinations of forces.
Loads and actions are set according to the DBN [33] and seismic effects are
taken into account based on the DBN [25]. It should be noted that the actual soil
accelerograms of radial and tangential direction affecting the building at angles of
45° and 135°, respectively, are accepted as the external seismic effects on the
building under consideration. The accelerograms were recorded near the building
on 05/16/2012 during a massive explosion of 652 tons in the PivdGZK quarry.
Graphs of digitized accelerograms of the radial R and tangential T directions are
plotted in Fig. 7.
a
b
Fig. 7. Calculated accelerograms of radial R (a) and tangential T (b) components of the
seismic effect on the Center building
Dynamic certification and assessment of the buildings life cycle …
Системні дослідження та інформаційні технології, 2022, № 4 111
The accelerograms feature the following main parameters: 4 ms discretiza-
tion step, 245 s total impact duration, 17 s explosion duration, 0.5 m/s maximum
accelerogram value for the seismic impact radial component R , and 0.15 m/s
maximum accelerogram value for the seismic impact tangential component T .
Two design schemes of the building are created for conducting the theoretical
studies: scheme 1, in which there is no damage, and scheme 2 with the main dam-
ages in the load-bearing walls of the Center building (Fig. 3, b):
the design scheme 1 reflects the original building condition at the time of
its commissioning (≈1969–1971);
the design scheme 2 reflects the building condition at the time of the in-
spection (May 2013).
The digital values of the stress-strain state dynamic parameters of the Center
building computer model are the main criteria for checking the model correctness
(comparison was made with the results of experimental and visual inspections of
the Center building). The directions of the seismic effects on the building during
explosions are shown in Fig. 8, where the Center building computer model is pre-
sented.
The design scheme 1 is created based on the following types of finite ele-
ments: rod elements of type 10 (six degrees of freedom at the node) and plate
elements of types 41, 42 and 44 (six degrees of freedom at the node). The build-
ing stabilization is done at the base level. For nodes of plate elements adjacent to
the base the angular displacements are allowed. The column nodes at the level of
the base are constrained. The calculations at that stage are performed in a linear
version.
In Fig. 3, b the section of the load-bearing wall along axis 1 with an oblique
crack passing from the window opening corner at the second floor and its simula-
tion in the building computer model are shown. Cracks with openings smaller
than the shown one (Fig. 3, b) are not modeled. The crack is modeled in the
LIRA-9.6 software package [32] with the use of the finite element method for
dividing the nodes and elements of the building computer model connected along
Fig. 8. The general view of the computer model of the Center for Children and Youth
Creativity “Mriya” building in the Kryvyi Rih city
O.M. Trofymchuk, I.I. Kaliukh, V.A. Dunin, S.Y. Kyrash
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the crack line and combining these nodes displacements in the direction of exist-
ing connections in the building computer model.
The building dynamic parameters in the design scheme 2 are accepted for
the further analysis if they are close to the experimental data, or if necessary, they
are corrected by iterative calculations to refine the design scheme. Also, the dy-
namic parameters of the computer model are the main criteria for confirmation its
similarity to the real building. When the dynamic analysis of each of the men-
tioned design schemes (1 and 2) was performed, the number of specified vibra-
tions shapes corresponded to 10.
Table shows the design values of the natural vibrations frequencies for the
design scheme 2 of the building with damage, as well as experimentally recorded
values.
For that condition, the experimental values of the natural vibrations fre-
quencies of the Center of Creativity building for the first main shapes of vibra-
tions in the directions of the numerical and letter axes were obtained during ex-
perimental vibrodynamic surveys conducted on 16.05.2012.
T a b l e . Dynamic characteristics of the Center building computer model 2
Sum of modal masses
during seismicity, %
Numbering
of vibra-
tion shapes
Frequency
of vibrations,
Hz (design)
Frequency
of vibrations,
Hz (experimental)
Relative
error,
%
Vibration
period,
s for Х for Y
1 4.561 4,25 7,3 0.219 55.570 12.725
2 4.693 -“- 0.213 59.979 65.489
3 5.161 -“- 0.194 59.997 65.607
4 5.355 -“- 0.187 60.006 65.609
5 5.669 -“- 0.176 60.046 65.635
6 5.712 -“- 0.175 60.046 65.639
7 6.219 6,7 7,2 0.161 75.127 72.458
8 6.246 -“- 0.160 76.368 73.025
9 6.678 -“- 0.150 76.927 74.082
10 6.751 -“- 0.148 76.934 74.092
Note. The vibration shapes determining the parameters of the building stress-strain
state are indicated by the filling.
During the vibrodynamic surveys of the Center building, based on the ex-
perimental data an amplitude spectrum of vibration accelerations was obtained
(Fig. 5), according to which the experimental values of natural vibrations fre-
quencies if (and periods iT ) of the building by the shapes were obtained:
— for X direction: 50.41 f Hz )s235.0( 1 T , 70.62 f Hz )s149.0( 1 T ;
— for Y direction: 50.41 f Hz )s222.0( 1 T , 40.52 f Hz )s185.0( 2 T .
In Table for the building computer model 2 the values of natural vibrations
frequencies and periods according to shapes 1, 2, 7 are close to their experimental
values (a relative error does not exceed 7.3%). Thus, the Center building com-
puter model 2 with the crack simulation in the upper part of the building load-
Dynamic certification and assessment of the buildings life cycle …
Системні дослідження та інформаційні технології, 2022, № 4 113
bearing wall along the axis 1 was verified as a starting point for mathematical
modeling of the stress-strain state of the Center building.
Along with the dynamic parameters assessment, the developed computer
model 2 performed an assessment of the building stress-strain state under dy-
namic influences. The maximum displacements reaching 0.0503 m during the
dynamic explosion influences on the building in the X direction were obtained for
the wall along the axis 1 in the area in the B–I axes (Fig. 7). The deformed state
of the building wall along the axis 1 in the X direction was graphically displayed
in 3D in Fig. 9.
The auditorium space of the Center for Creativity on the second floor of the
building is limited by the presented area of the load-bearing brick wall along the
axis 1 with the largest deformations under seismic effects, which is the most dan-
gerous for spectators. The reinforced concrete covering beams at 10.85 elevation
and the upper belt of the transverse frame along the I axis at 11.80 elevation that
bear the covering elements, are the most responsible structural elements of the
building roof, therefore they determine its durability (resource). The destruction
risks calculation was performed for those elements to determine the reduction of
those elements resource under the seismic loads influence. The calculation results
are given in the paper [34].
System analysis. The final diagram of the load-bearing capacity changes for
a separate load-bearing element and the entire Center building is presented in
Fig. 10 based on the synthesis of visual inspection, experimental studies and
mathematical modeling materials.
Each section of the diagram of the building bearing capacity changes is con-
structed for a time interval of about 30 years and covers the entire period of the
design building operation of ≈100 years. The diagram represents four categories
Fig. 9. The deformed state of the building wall along the axis 1 under seismic effects in
the X direction
O.M. Trofymchuk, I.I. Kaliukh, V.A. Dunin, S.Y. Kyrash
ISSN 1681–6048 System Research & Information Technologies, 2022, № 4
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of the building technical condition defined according to [34]. Graph 2 of the
building bearing capacity changes during the operation time T is a smooth curve
described by the theoretical dependence ),( 2
0 TTPPP . The points, where
the vertical line drawn from the middle of the interval of each section of the
building bearing capacity changes diagram and graph 2 intersect, determine the
values and positions of the diagram sections for the corresponding categories of
the building technical condition.
That dependence 2 does not describe existing defects and effects. But if they
are taken into account, it becomes possible to assess the building technical condi-
tion and, according to the given diagram, to assess its bearing capacity.
At any moment the bearing capacity of a separate load-bearing element of
the building under the external forces actions (for instance, seismic effects)
should a priori be greater comparing to the building itself and its serviceability
should be longer. Graph 1 in Fig. 10 corresponds to that conclusion. Accordingly,
graphs 3 and 4 compared to graph 2 a priori demonstrate the decrease of the
bearing capacity of the building and of its service life when there are seismic
effects (graph 3) or they are combined with a damage (graph 4).
At the initial stage of the building or the load-bearing element operation
(within 30 years) the load-bearing capacity changes over time are insignificant, even
P0
P,%
100
85
75
70
55
50
25
P1
a
30
40
60
b
c
d
2 3 4 1
90 120
100
Ln(T,years)
T1
0
Fig. 10. Comparative graph of the load-bearing capacity changes depending on the period
of operation for the load-bearing structural element of the Center building and for the en-
tire building. Segments of straight lines a, b, c, d are the elements of the diagram of the
entire building load-bearing capacity changes for four categories of technical condition
during the entire period of the building operation: building in a — normal condition, b —
building in a satisfactory condition, c — building unsuitable for normal operation , d —
building in an emergency condition; 1 — graph of the load-bearing capacity changes in a
separate load-bearing structural element of the building under seismic effects, 2 — graph
of the load-bearing capacity changes in the building as a whole without seismic effects, 3 —
graph of the load-bearing capacity changes in the building without damage during seismic
effects, 4 — graph of the load-bearing capacity changes in the building with damages dur-
ing seismic effects; point P1 characterizes the technical condition of the Center building at
the time of research (2012) after 40 years of its operation
Dynamic certification and assessment of the buildings life cycle …
Системні дослідження та інформаційні технології, 2022, № 4 115
under the seismic loads effects and damages occurrence. The reduction of the building
service life in this case will be ∆Т≈0 (identity of graphs 1, 2 and 4 at this area).
As the period of building operation increases, the effect of seismic loads
from industrial explosions and its combination with the building structures
damages cause the development of detected defects and, accordingly, the
accelerated decrease of the building bearing capacity. According to the DSTU, the
building emergency condition is determined by the reduction of the building
bearing capacity to a value of 55% of the initial value (100%).
The building technical condition determination is carried out based on the
visual and instrumental inspections of load-bearing and envelope structures.
Clarification of the building bearing capacity value is carried out using the com-
puter models analysis with taking into account the results of the above-mentioned
inspections.
The building inspections for its technical condition determining and appro-
priate calculations performing for the bearing capacity assessment allow to de-
termine the service life reduction ∆Т at the time of the inspections according to
graphs 2 and 4. In Fig. 10 the value of the building bearing capacity Р1 for the
operation period of 40 years is shown. During that period of the building opera-
tion the value ∆Т1 undergoes lowering.
For the bearing capacity emergency value of Р=55%, the design building
service life will be reduced to the maximum value ∆Тmax. In this case, the calcu-
lated building service life compared to the design Тпр =100 years will be reduced
to the Т=Тпр –∆Тmax value.
To prevent a significant reduction of the building service life in the presence
of damages and seismic effects, it is necessary to increase the frequency of visual
and instrumental inspections after 40 years of building operation. The building
bearing capacity clarification based on the building computer model relevant cal-
culations should preferably be carried out taking into account the new inspection
data for the period of building operation of 60 and 70 years.
The reliability and in-depth analysis of the obtained data for the likely con-
tinuation of experimental studies of the Center building must be ensured by re-
peating, as a prerequisite, the schemes, quantitative composition, as well as the types
of vibration transducers and their arrangement on the building structures, which were
used during the primary study. If necessary, the layouts of vibration transducers
arrangement can be supplemented based on the results of visual inspections.
As a result, it can be seen from Fig. 10 [35; 36] that the design age of the
Center building differs from the actual one by ~ 30 years. Thus, for a comprehen-
sive assessment of the life resource of the Center of Creativity building, it is nec-
essary to take into account the technical condition of all its elements and the re-
sults of all types of surveys, including the instrumental and visual inspections, as
well as the results of mathematical modeling.
The defects revealed by the visual inspection in combination with calculated
and experimental data allow to characterize the general technical condition of the
Center building as unsuitable for normal operation already in the nearest future.
With the growth of internal defects in the load bearing reinforced concrete struc-
tures, the risk of their destruction will increase, which will accelerate the building
aging and its resource significant reduction (increase of ∆Т1).
CONCLUSIONS
1. Based on research and experimental data obtained in 2005–2012 the in-
tensity of the dynamic effects caused by explosions at the PivdGZK quarry on the
O.M. Trofymchuk, I.I. Kaliukh, V.A. Dunin, S.Y. Kyrash
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housing stock of the city of Kryvyi Rih is assessed to be within 2–3 (4) points
range (the velocity of soil vibrations near buildings varies within 0.002–0.004 m/s).
At the same time, the maximum mass of explosives for explosions in the
PivdGZK quarry during the 2008–2012 observation period is from 490 to 652 tons.
2. The use of only technical means (use of decelerators during explosions)
for the reduction of the level of seismic effects on buildings and soil during ex-
plosions weighing 500–650 tons in the PivdGZK quarry does not allow to signifi-
cantly reduce their intensity.
3. Based on a systematic combination of numerous experimental data and
mathematical modeling results, the technical condition deterioration forecast for
the Center building reinforced concrete structures in the conditions of permanent
explosive impacts from the PivdGZK quarry is obtained. The risks of the Center
building load-bearing elements destruction are calculated for all vulnerable zones,
which allows to predict and assess the service life resource that decreased com-
pared to the normative one by ~ 30 years.
4. The rate of the Center building life resource decline is determined. The
defects detected during the visual inspections and vibrodynamic surveys and the
obtained calculation characteristics (2012–2013) allow to characterize the general
technical condition of the Center building as unsuitable for normal operation in
the nearest future.
5. A systematic assessment of the buildings and structures life resource
should take into account the technical condition of all their elements and the re-
sults of all types of surveys, including the instrumental and visual inspections,
mathematical modeling and their data final synthesis.
6. The experimental and theoretical method of the life resource assessment
can be successfully used for the dynamic certification of buildings and structures
in Ukraine and is already applied by the SE NDIBK experts in the comprehensive
assessment of destroyed and damaged buildings in the cities of Borodianka, Bu-
cha, Vorzel, Gostomel, Irpin, Chernihiv etc., where combat operations have al-
ready stopped.
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INFORMATION ON THE ARTICLE
Oleksandr M. Trofymchuk, ORCID: 0000-0003-3358-6274, Institute of telecommunica-
tions and global information space of NAS of Ukraine, Ukraine, e-mail: itc_nasu@ukr.net
Iurii I. Kaliukh, ORCID: 0000-0001-7240-4934, Institute of telecommunications and
global information space of NAS of Ukraine, The State Enterprise “The State Research
Institute of Building Constructions”, Ukraine, e-mail: kalyukh2002@gmail.com
Volodymyr A. Dunin, The State Enterprise “The State Research Institute of Building
Constructions”, Ukraine
Sergiy Y. Kyrash, The State Enterprise “The State Research Institute of Building Con-
structions”, Ukraine
ДИНАМІЧНА СЕРТИФІКАЦІЯ ТА ОЦІНЮВАННЯ ЖИТТЄВОГО ЦИКЛУ
БУДІВЕЛЬ ЗА РЕГУЛЯРНОГО ВИБУХОВОГО ВПЛИВУ / О.М. Трофимчук,
Ю.І. Калюх, В.А. Дунін, С.Ю. Кураш
Анотація. Нині в Україні не існує єдиної узаконеної загальноприйнятої мето-
дики (на рівні українського будівельного стандарту) динамічної паспортизації
будівель і споруд. Запропоновано єдиний підхід у значенні такої методики. Він
містить чотири компоненти: візуальний огляд будівель; експериментальні до-
слідження динамічної реакції будівель або споруд на вибухові дії; математич-
не моделювання напружено-деформованого стану досліджуваного об’єкта;
узагальнення результатів візуального огляду, експериментальних досліджень
та числового моделювання з метою їх систематичного узагальнення. Як апро-
бацію наведено погіршення ресурсу залізобетонних конструкцій житлових бу-
динків в умовах постійних масових промислових вибухів потужністю від 500
до 700 тонн в кар’єрі Південного ГЗК (ГЗК) м. Кривий Ріг, Україна. На основі
оброблення численних експериментальних даних та результатів математично-
го моделювання отримано ймовірнісну модель прогнозування погіршення тех-
нічного стану залізобетонних конструкцій Центру дитячої та юнацької творчо-
сті «Мрія». Розрахунки ризиків руйнування несучих елементів будівлі для її
вразливих ділянок дали змогу уточнити термін її експлуатації. Він зменшився
приблизно на 30 років порівняно зі стандартом 2012 року.
Ключові слова: ударні хвилі, експеримент, ризик, динамічна паспортизація,
життєвий цикл будівель і споруд.
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| institution | System research and information technologies |
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| language | English |
| last_indexed | 2025-07-17T10:27:48Z |
| publishDate | 2022 |
| publisher | The National Technical University of Ukraine "Igor Sikorsky Kyiv Polytechnic Institute" |
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| spelling | journaliasakpiua-article-2550102023-05-21T20:04:38Z Dynamic certification and assessment of the buildings life cycle under regular explosive impacts Динамічна сертифікація та оцінювання життєвого циклу будівель за регулярного вибухового впливу Trofymchuk, Oleksandr Kaliukh, Iurii Dunin, Volodymyr Kyrash, Sergiy shock waves experiment risk dynamic certification life cycle of buildings and structures ударні хвилі експеримент ризик динамічна паспортизація життєвий цикл будівель і споруд Today in Ukraine, there is no single legalized, generally accepted methodology (at the level of a Ukrainian building standard) for dynamic certification of buildings and structures. A unified approach is proposed as such a technique. It includes four components: visual inspection of buildings; experimental studies of the dynamic response of buildings or structures to explosive effects; mathematical modeling of the stress-strain state of the object under study; synthesis of the results of visual inspection; experimental studies and numerical simulation in order to generalize them systematically. As an approbation, the deterioration of the resource of reinforced concrete structures of residential buildings under the conditions of constant mass industrial explosions with a capacity of 500 to 700 tons in the quarry of Southern GZK (Mining and Processing Plant) in the city of Kryvyi Rih, Ukraine, has been studied. Based on the processing of numerous experimental data and the results of mathematical modeling, a probabilistic model for predicting the deterioration of the technical condition of reinforced concrete structures of the Center for Children and Youth Creativity “Mriya” has been obtained. Calculations of the risks of destruction of the building’s load-bearing elements for its vulnerable areas made it possible to clarify its service life. It decreased by ~ 30 years compared to the standard in 2012. Нині в Україні не існує єдиної узаконеної загальноприйнятої методики (на рівні українського будівельного стандарту) динамічної паспортизації будівель і споруд. Запропоновано єдиний підхід у значенні такої методики. Він містить чотири компоненти: візуальний огляд будівель; експериментальні дослідження динамічної реакції будівель або споруд на вибухові дії; математичне моделювання напружено-деформованого стану досліджуваного об’єкта; узагальнення результатів візуального огляду, експериментальних досліджень та числового моделювання з метою їх систематичного узагальнення. Як апробацію наведено погіршення ресурсу залізобетонних конструкцій житлових будинків в умовах постійних масових промислових вибухів потужністю від 500 до 700 тонн в кар’єрі Південного ГЗК (ГЗК) м. Кривий Ріг, Україна. На основі оброблення численних експериментальних даних та результатів математичного моделювання отримано ймовірнісну модель прогнозування погіршення технічного стану залізобетонних конструкцій Центру дитячої та юнацької творчості "Мрія". Розрахунки ризиків руйнування несучих елементів будівлі для її вразливих ділянок дали змогу уточнити термін її експлуатації. Він зменшився приблизно на 30 років порівняно зі стандартом 2012 року. The National Technical University of Ukraine "Igor Sikorsky Kyiv Polytechnic Institute" 2022-12-27 Article Article application/pdf https://journal.iasa.kpi.ua/article/view/255010 10.20535/SRIT.2308-8893.2022.4.09 System research and information technologies; No. 4 (2022); 100-118 Системные исследования и информационные технологии; № 4 (2022); 100-118 Системні дослідження та інформаційні технології; № 4 (2022); 100-118 2308-8893 1681-6048 en https://journal.iasa.kpi.ua/article/view/255010/270322 |
| spellingShingle | ударні хвилі експеримент ризик динамічна паспортизація життєвий цикл будівель і споруд Trofymchuk, Oleksandr Kaliukh, Iurii Dunin, Volodymyr Kyrash, Sergiy Динамічна сертифікація та оцінювання життєвого циклу будівель за регулярного вибухового впливу |
| title | Динамічна сертифікація та оцінювання життєвого циклу будівель за регулярного вибухового впливу |
| title_alt | Dynamic certification and assessment of the buildings life cycle under regular explosive impacts |
| title_full | Динамічна сертифікація та оцінювання життєвого циклу будівель за регулярного вибухового впливу |
| title_fullStr | Динамічна сертифікація та оцінювання життєвого циклу будівель за регулярного вибухового впливу |
| title_full_unstemmed | Динамічна сертифікація та оцінювання життєвого циклу будівель за регулярного вибухового впливу |
| title_short | Динамічна сертифікація та оцінювання життєвого циклу будівель за регулярного вибухового впливу |
| title_sort | динамічна сертифікація та оцінювання життєвого циклу будівель за регулярного вибухового впливу |
| topic | ударні хвилі експеримент ризик динамічна паспортизація життєвий цикл будівель і споруд |
| topic_facet | shock waves experiment risk dynamic certification life cycle of buildings and structures ударні хвилі експеримент ризик динамічна паспортизація життєвий цикл будівель і споруд |
| url | https://journal.iasa.kpi.ua/article/view/255010 |
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