Modeling the drainage facilities operation at the prospective construction site on the Dnipro floodland
Purpose. To carry out predictive assessment of the hydrodynamic regime at the prospective construction site on the Dnipro floodland in order to choose an expedient drainage system and substantiate the drainage parameters. Findings. The main mode-forming factors of the investigated territory have bee...
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УкрНДМІ НАН України, Інститут геотехнічної механіки НАН України
2017
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irk-123456789-1456902019-01-27T01:23:25Z Modeling the drainage facilities operation at the prospective construction site on the Dnipro floodland Tymoshchuk, V. Sherstiuk, Ye. Niedbalski, Z. Morozova, Т. Purpose. To carry out predictive assessment of the hydrodynamic regime at the prospective construction site on the Dnipro floodland in order to choose an expedient drainage system and substantiate the drainage parameters. Findings. The main mode-forming factors of the investigated territory have been determined using the results of analysis and generalization of the data related to geological structure and hydrogeological conditions. The general hydrodynamic scheme of the simulated area has been developed, the structure of geofiltration model has been justified, its initial and boundary conditions have been determined. Predictive estimation of groundwater level regime has been executed, comparative analysis of vertical and bed drainage efficiency with various schemes of drainage element layouts has been carried out by simulation. The efficiency of the drainage structures operation in the protected area has been estimated for high-level flood conditions at the set water level in the Dnipro. Мета. Прогнозна оцінка гідродинамічного режиму підземних вод на ділянці перспективної забудови заплавної частини долини р. Дніпро у зв’язку з вибором доцільної системи дренажу та обґрунтуванням параметрів дренажного водозниження. Результати. Визначені основні режимоутворюючі фактори досліджуваної території, розроблена загальна гідродинамічна схема модельованої області й обґрунтована структура геофільтраційної моделі, визначені її початкові та граничні умови. За даними моделювання виконана прогнозна оцінка рівневого режиму підземних вод, проведено порівняльний аналіз ефективності пластового та вертикального дренажів при різних схемах компоновки водознижуючих споруд. Ефективність роботи дренажних споруд на території, що захищається, оцінена для умов проходження високого паводку при заданій забезпеченості рівня води у р. Дніпро. Цель. Прогнозная оценка гидродинамического режима подземных вод на участке перспективной застройки пойменной части долины р. Днепр в связи с выбором целесообразной системы дренажа и обоснованием параметров дренажного водопонижения. Результаты. Определены основные режимообразующие факторы исследуемой территории, разработана общая гидродинамическая схема моделируемой области и обоснована структура геофильтрационной модели, определены ее начальные и граничные условия. По данным моделирования выполнена прогнозная оценка уровенного режима подземных вод, проведен сопоставительный анализ эффективности пластового и вертикального дренажей при различных схемах компоновки водопонизительных сооружений. Эффективность работы дренажных сооружений на защищаемой территории оценена для условий прохождения высокого паводка при заданной обеспеченности уровня воды в р. Днепр. 2017 Article Modeling the drainage facilities operation at the prospective construction site on the Dnipro floodland / V. Tymoshchuk, Ye. Sherstiuk, Z. Niedbalski, Т. Morozova // Розробка родовищ: Зб. наук. пр. — 2017. — Т. 11, вип. 2. — С. 34-40. — Бібліогр.: 8 назв. — англ. 2415-3435 DOI: https://doi.org/10.15407/mining11.02.034 http://dspace.nbuv.gov.ua/handle/123456789/145690 556:004.942+699.828 en Розробка родовищ УкрНДМІ НАН України, Інститут геотехнічної механіки НАН України |
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Purpose. To carry out predictive assessment of the hydrodynamic regime at the prospective construction site on the Dnipro floodland in order to choose an expedient drainage system and substantiate the drainage parameters. Findings. The main mode-forming factors of the investigated territory have been determined using the results of analysis and generalization of the data related to geological structure and hydrogeological conditions. The general hydrodynamic scheme of the simulated area has been developed, the structure of geofiltration model has been justified, its initial and boundary conditions have been determined. Predictive estimation of groundwater level regime has been executed, comparative analysis of vertical and bed drainage efficiency with various schemes of drainage element layouts has been carried out by simulation. The efficiency of the drainage structures operation in the protected area has been estimated for high-level flood conditions at the set water level in the Dnipro. |
| format |
Article |
| author |
Tymoshchuk, V. Sherstiuk, Ye. Niedbalski, Z. Morozova, Т. |
| spellingShingle |
Tymoshchuk, V. Sherstiuk, Ye. Niedbalski, Z. Morozova, Т. Modeling the drainage facilities operation at the prospective construction site on the Dnipro floodland Розробка родовищ |
| author_facet |
Tymoshchuk, V. Sherstiuk, Ye. Niedbalski, Z. Morozova, Т. |
| author_sort |
Tymoshchuk, V. |
| title |
Modeling the drainage facilities operation at the prospective construction site on the Dnipro floodland |
| title_short |
Modeling the drainage facilities operation at the prospective construction site on the Dnipro floodland |
| title_full |
Modeling the drainage facilities operation at the prospective construction site on the Dnipro floodland |
| title_fullStr |
Modeling the drainage facilities operation at the prospective construction site on the Dnipro floodland |
| title_full_unstemmed |
Modeling the drainage facilities operation at the prospective construction site on the Dnipro floodland |
| title_sort |
modeling the drainage facilities operation at the prospective construction site on the dnipro floodland |
| publisher |
УкрНДМІ НАН України, Інститут геотехнічної механіки НАН України |
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2017 |
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http://dspace.nbuv.gov.ua/handle/123456789/145690 |
| citation_txt |
Modeling the drainage facilities operation at the prospective construction site on the Dnipro floodland / V. Tymoshchuk, Ye. Sherstiuk, Z. Niedbalski, Т. Morozova // Розробка родовищ: Зб. наук. пр. — 2017. — Т. 11, вип. 2. — С. 34-40. — Бібліогр.: 8 назв. — англ. |
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2025-07-10T22:18:06Z |
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Founded in
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National Mining
University
Mining of Mineral Deposits
ISSN 2415-3443 (Online) | ISSN 2415-3435 (Print)
Journal homepage http://mining.in.ua
Volume 11 (2017), Issue 2, pp. 34-40
34
UDC 556:004.942+699.828 https://doi.org/10.15407/mining11.02.034
MODELING THE DRAINAGE FACILITIES OPERATION AT THE PROSPECTIVE
CONSTRUCTION SITE ON THE DNIPRO FLOODLAND
V. Tymoshchuk1*, Ye. Sherstiuk1, Z. Niedbalski2, Т. Morozova3
1Hydrogeology and Engineering Geology Department, National Mining University, Dnipro, Ukraine
2Faculty of Mining and Geoengineering, AGH University of Science and Technology, Krakow, Poland
3Physics Department, National Mining University, Dnipro, Ukraine
*Corresponding author: e-mail vasyl.tymoshchuk@gmail.com, tel. +380567560961
МОДЕЛЮВАННЯ РОБОТИ ДРЕНАЖНИХ СПОРУД НА ДІЛЯНЦІ
ПРОЕКТОВАНОЇ ЗАБУДОВИ ЗАПЛАВИ РІЧКИ ДНІПРО
В. Тимощук1*, Є. Шерстюк1, З. Нєдбальскі2, Т. Морозова3
1Кафедра гідрогеології та інженерної геології, Національний гірничий університет, Дніпро, Україна
2Факультет гірництва та геоінженерії, Краківська гірничо-металургійна академія ім. С. Сташиця, Краків, Польща
3Кафедра фізики, Національний гірничий університет, Дніпро, Україна
*Відповідальний автор: e-mail vasyl.tymoshchuk@gmail.com, тел. +380567560961
ABSTRACT
Purpose. To carry out predictive assessment of the hydrodynamic regime at the prospective construction site on the
Dnipro floodland in order to choose an expedient drainage system and substantiate the drainage parameters.
Methods. In studying the hydrodynamic regime, we used the method of variant modeling of three-dimensional filtra-
tion processes during the operation of various types of drainage and different drainage element layouts using a nu-
merical mathematical model implemented on the basis of a finite differences method.
Findings. The main mode-forming factors of the investigated territory have been determined using the results of
analysis and generalization of the data related to geological structure and hydrogeological conditions. The general
hydrodynamic scheme of the simulated area has been developed, the structure of geofiltration model has been justi-
fied, its initial and boundary conditions have been determined. Predictive estimation of groundwater level regime has
been executed, comparative analysis of vertical and bed drainage efficiency with various schemes of drainage ele-
ment layouts has been carried out by simulation. The efficiency of the drainage structures operation in the protected
area has been estimated for high-level flood conditions at the set water level in the Dnipro.
Originality. Patterns in the hydrodynamic regime formation of the Dnipro floodland have been determined under the
influence of the main mode-forming factors in conditions of drainage operation.
Practical implications of the work consist in substantiation of choosing the hydrodynamically expedient drainage
system, the layout of dewatering constructions and drainage parameters for the site of the projected construction. The
results of this research can form the basis for the development of the protective engineering measures in construction
design at sites within potentially flooded river valleys.
Keywords: hydrodynamic regime, geofiltrational simulation, groundwater regime prediction, drainage system,
parameters of drainage dewatering
1. INTRODUCTION
Current rates of urban development and increase in
real estate cost are determining the necessity of using
new areas for construction, where engineering geological
and hydrogeological conditions require additional engi-
neering solutions to protect building and construction
(Sliusarenko, Shuminskyi, Tytarenko, Khlapuk, &
Shapoval, 2016; Shubin & Shubin, 2010).
Thus, when designing a sports complex in Dnipro
city on the alluvial sediments of the Dnipro in conditions
of actual hydraulic interrelationship between the river
and the groundwaters, it is necessary to substantiate the
choice of a drainage system and predict changes in the
groundwater regime.
Geological cross-section of the prospective construc-
tion site is represented by a complex of Modern, Upper-
Middle Quaternary oxbow and alluvial sediments, that
V. Tymoshchuk, Ye. Sherstiuk, Z. Niedbalski, Т. Morozova. (2017). Mining of Mineral Deposits, 11(2), 34-40
35
are underlaid by the weathering crust of Paleozoic-
Cenozoic rocks. On the surface, bedrock is covered by
technogenic soils. The site is characterized by the devel-
opment of a quaternary aquifer which is bounded by the
Dnipro. The stable level of groundwater was observed
(August 2016) at depths 1.30 to 5.30 m from the surface
(absolute elevations 51.29 to 51.50 m). The hydrodynam-
ic regime of the aquifer is closely related to the level
regime of the river waters. The investigated site is classi-
fied as a naturally and permanently flooded area.
In this regard, there is an important task to forecast
changes in hydrodynamic regime in the area of the pro-
spective construction for backup groundwater conditions
corresponding to the Dnipro flooding and substantiate
rational parameters of drainage dewatering.
The object of the research is geofiltration processes in
the floodland area of the Dnipro middle flow in geologi-
cal and hydrogeological conditions disturbed by con-
struction and operation of the designed facilities.
Two cases of drainage system have been considered
in the study: the bed drainage (horizontal) and the
vertical one.
Bed drainage is a part of preventive measures for pro-
tecting individual buildings and structures from flooding
(Barinova, 1991; Valipour, 2012). Drainages are created,
as a rule, during the construction period and prevent the
rise of the groundwater level under the protected facili-
ties. They reduce additional infiltration into groundwater
by interception and diversion of leaks. The use of bed
drainages is advisable in low-permeable soils.
Vertical drainage in the form of a series or group of
wells is used when a horizontal drainage application is
economically inexpedient, or, when the high building
density of the flooded area and its saturation with engi-
neering communications makes it difficult or even im-
possible (Barinova, 1991; Valipour, 2012). Such drain-
age is advisable to apply in high permeability sediments
(k > 5.0 m/day), when the thickness of watered sediments
is over several meters and the depth of the aquiclude –
more than 8.0 – 10.0 m. It can also be used in case of a
two-layered structure of the watered strata, when the
upper layer is composed of low-permeable clayey rocks
with several meters thickness, and the lower one – of
high-permeable rocks with a multilayered structure of
watered strata of considerable (> 10.0 m) thickness.
2. MODELING
To assess changes in the hydrodynamic regime at the
site of the prospective construction, we used a numerical
model of geofiltration that approximates a three-
dimensional groundwater flow with constant density in a
porous medium, implemented in the MODFLOW 2009.1
software package. The flow model is described by the
partial differential equation:
t
hSW
z
hk
zy
hk
yx
hk
x szzyyxx ∂
∂=+
∂
∂
∂
∂+
∂
∂
∂
∂+
∂
∂
∂
∂ , (1)
where:
kxx, kyy, kzz – hydraulic conductivities in directions of
coordinate axes X, Y and Z (L/T);
h – sought-for water head function (L);
W – flow (T-1) rate per unit: for inflow W > 0, for out-
flow – W < 0;
Ss – specific capacity of porous environment (L-1);
t – time (T).
Equation (1), together with the boundary and initial
conditions, describes a three-dimensional unsteady
groundwater flow in a heterogeneous and anisotropic
medium, provided that the main directions of the hydrau-
lic conductivities coincide with the directions of the
coordinate axes (Shestakov, 2009; Kinzelbach, 1986;
Visual MODFLOW…, 2009).
The computational mapping of the construction site
was done considering the peculiarities of the area geolog-
ical structure, the character of the aquifer occurrence and
its hydraulic features, filtration properties of rocks, spe-
cifics of aquifer recharge and discharge in the area of its
development and along its lines.
The simulated area is defined within the boundaries
of the main geomorphological elements and components
of hydrographic network (Fig. 1), with dimensions of
760 m along the x-axis (in the sub-meridional direction)
and 840 m along the y-axis (in the sub-latitudinal direc-
tion), with a total area of 0.64 km2. The dimensions of
grid blocks are assumed to be 10×10 m. In accordance
with geological framework of the area and the character
of the quaternary aquifer occurrence, the model has a
three-layer structure, composed of water-permeable
sediments (Fig. 2):
1 layer – technogenic soils, a mixture of loams, sands,
soil and construction debris, also oxbow light sandy
loams, silty sandy loams with sand interlayers, with the
thickness from 4.00 to 16.70 m;
2 layer – Upper-Middle Quaternary fine, medium, het-
erogeneous alluvial sands, with the thickness 3.1 – 6.4 m;
3 layer – Middle Quaternary heterogeneous alluvial
sands, with inclusions of gravel, gruss, and pebbles with
the thickness of 2.71 – 6.90 m, deposited on protogenic
kaolin acting as a relative aquiclude.
Figure 1. Hydrodynamic scheme of simulated area
V. Tymoshchuk, Ye. Sherstiuk, Z. Niedbalski, Т. Morozova. (2017). Mining of Mineral Deposits, 11(2), 34-40
36
Figure 2. Model structure in cross-section: (a) sub-meridional direction; (b) sub-latitudinal direction; 1, 2, 3, 4 – calculated layers
As an external hydrodynamic boundary on the west-
ern outline of the model, we took the remote boundary
with constant infiltration (H = const) whose position is
set according to the general hydrodynamic layout of the
territory. The head value on this boundary is assumed to
be 54.0 m, which corresponds to the established occur-
rence of the quaternary acquifer (according to the data
from Dnipro State Company of Engineering and Tech-
nical Survey for Construction) within the interval of
junction between the flood plain and the bedrock slope
with absolute elevations 53.16 – 54.96 m (Fig. 1).
The values of hydraulic conductivities on the remote
infiltration boundary are set according to their filtration
properties and vary from 0.056 to 0.096 m2/day for tech-
nogenic soils (layer 1) and 0.245 to 0.327 m2/day for fine
sands (layer 2), and up to 0.653 to 0.736 m2/day for het-
erogeneous gravel sands at the bottom of the aqueous
stratum (layer 3).
Departing from the character of the aquifer recharge
and discharge and the general direction of the flow from
the bedrock slope to the river, we assigned the boundary
condition of the second order on the outer northern and
southern boundaries of the model, corresponding to the
absence of a lateral inflow – Q = 0. The Dnipro is the
outer hydrodynamic boundary along the eastern contour,
its water level determined by the operation modes of
Dnipro Hydro Power Plant (HPP) and water reservoirs
up the river.
At an absolute elevation of the normal headwater ele-
vation (NHE) of 51.40 m, the amplitude of the water
level fluctuation does not exceed 0.36 m near the Dnipro
city with daily regulation at Dniprodzerzhynska HPP,
while the maximum and minimum possible elevations
are 51.84 m and 50.52 m, respectively.
When solving inverse problems and evaluating the
model’s convergence, the absolute elevation of water in
the Dnipro was adopted according to the period of engi-
neering-geological survey in August 2016, which corre-
sponds to the summer-autumn period of low water –
51.00 m. In predictive calculations, the water level in the
river was set equal to the value of the NHE – 51.40 m,
and in assessing the efficiency of the drainage systems –
to the absolute level of 1% probability flood – 52.68 m
(according to the data from “UkrGidroproekt”).
The hydraulic conductivity of the Dnipro underflow
sediments is determined in accordance with the filtra-
tion properties of the soils for calculated layers 1 and 2
within the riparian section of the river bed and is as-
sumed to be 250 m2/day.
Infiltration recharge in the model is set at
15.7 mm/year, which is about 3% of the total amount of
atmospheric precipitation which is 522 mm/year accord-
ing to the National Construction Standard DSTU-N B
V.1.1-27:210. In assessing natural infiltration recharge,
the research data, obtained by Grinevskiy and Novose-
lova (2010) for the Black Sea artesian basin have been
taken into account. In order to consider ground waters
evaporation and seepage in the transient regions, we intro-
duced a parameter ensuring reflux of underground waters
within the lines where the depth of their occurrence does
not exceed 50 cm. Evaporation value in the model is as-
sumed to be 495 mm/year, which corresponds to the value
of evapotranspiration for a given climatic zone.
The modeling technique included the solution of in-
verse and predictive problems to assess the changes in
the hydrodynamic regime at the construction site in ac-
cordance with the spatial location of the designed facili-
ties, both in existing conditions and in conditions dis-
turbed by the prospective construction.
Main factors determining hydrodynamic regime with-
in the site of the projected construction were the change in
recharge intensity due to leakages from water-supply and
sewage facilities, the barrage effect created by pile base-
ment construction, and the Dnipro water level changes.
The normative value of man-made infiltration
recharge for urban areas with the appropriate type of
construction in conditions of unstable moistening is
2.3·10-3 m/day or 839.5 mm/year (Barinova, 1991).
In order to consider the barrage effect of pile base-
ments, soil permeability values in the first and second
layers were reduced by an order of magnitude within the
contours of the designed buildings – to the depth corre-
sponding to the foundation bed.
The effect of the Dnipro level regime in predictive cal-
culations has been assessed for the case of maintaining the
water level at the normal headwater elevation (NHE) –
H = 51.40 m and in conditions when the water level in the
river reached the elevation of 1% probability – H = 52.68 m.
A comparative analysis of drainage systems operation
was carried out for the situation of steady infiltration
regime with a combined effect of all the above factors
and the water level in the Dnipro at 52.68 m.
V. Tymoshchuk, Ye. Sherstiuk, Z. Niedbalski, Т. Morozova. (2017). Mining of Mineral Deposits, 11(2), 34-40
37
3. RESULTS
Assessment of hydrodynamic regime on the prospec-
tive construction site in conditions present in August
2016 has been performed according to the data resulting
from the solution of inverse problems in the steady-state
formulation. The calculated groundwater levels for exist-
ing conditions on the construction site are in the range of
51.20 – 51.55 m with actual values of their occurence at
51.29 – 51.50 m, with a deviation of calculated and actu-
al levels not exceeding 0.20 m.
Convergence of the calculated data with actual obser-
vation data estimated during the model calibration is char-
acterized by a correlation coefficient of 0.78 with a stand-
ard error of 0.033 m, which confirms the problem formula-
tion correctness and reliability of predictive calculations.
In solving predictive problems, the water level in the
Dnipro was determined by a normal headwater elevation
(NHE) of 51.40 m, which, due to hydraulic interrelation,
ensures a corresponding groundwater dam at the prospec-
tive construction site. Assessment of the barrage effect of
pile basement related to the decrease in permeability of
soils in the foundations of the designed buildings, testi-
fied that ten-fold reduction of soil hydraulic conductivity
in the area of piling does not result in significant defor-
mation of underground water surface. Rising of under-
ground water occurs directly in the contours of the de-
signed buildings and does not exceed 3 – 5 cm.
In conditions of technogenic infiltration specified for
the construction site at the value Wt = 855 mm/year, a
groundwater dome is formed with the surface absolute
elevations of 51.60 – 52.25 m. In this case, the barrage
effect of pile basement is stronger: within the “building
footprint”; the groundwater level rises to 20 cm, which
corresponds to the absolute elevation of about 52.40 m.
When the water level in the Dnipro rises to the
elevation of 52.68 m, the predicted groundwater level
at the construction site reaches the elevation of 52.80 –
53.00 m, which is equivalent to groundwater afflux by
1.10 – 1.30 m.
Changes in hydrodynamic regime of the alluvial aqui-
fer associated with the Dnipro water level rise to the
elevation of 52.68 m are related to the sharp increase of
its recharge with the river water, which is proved by the
distribution of balance constituents of the region.
Thus, in conditions of the present occurrence of
underground waters, the modeled site receives
66.3 m3/day as recharge from the river and loses
176.9 m3/day as discharge into the river. In flood condi-
tions, these balance constituents are 316.4 m3/day and
49.6 m3/day correspondingly.
The complex effect of the factors influencing the hy-
drodynamic regime of underground waters within the site
of the prospective construction leads to the increase of
groundwater levels by the value up to 1.80 m, which re-
sults in flooding and partial inundation of the studied area.
While substantiating the choice of an expedient
drainage system to protect the construction site from
flooding and inundation in flood periods, a bed drainage
and vertical drainage with variants of dewatering holes
placement have been taken into consideration.
In determining the elevation of the necessary under-
ground water level maintenance in the protected area, the
following parameters have been taken into account: the
basement floor elevation (53.70 m), the actual position of
groundwater level (51.29 – 51.50 m) and the values of its
seasonal variation (0.50 – 1.10 m), the elevation of the
capillary rise (0.35 m for fine sands), and seasonal freez-
ing depth (0.96 m). The absolute elevation of groundwa-
ter level equal to 52.40 m has been used as a criterion for
the necessary dewatering.
Each predictive variant considered the impact of ad-
ditional technogenic recharge caused by leakages from
water-supply and sewage facilities, as well as the barrage
effect of pile basements. Drainage operation forecasting
was performed for conditions of the flood in the Dnipro
with 1% probability, with a water level of 52.68 m.
The bed drainage has been simulated by specifying an
additional calculated layer with increased hydraulic con-
ductivity KX = KY = 100.0 m/day, KZ = 10.0 m/day, con-
tour drains with a conductivity of 300 m2/day and a
drainage bottom at the elevation of 52 m.
Vertical drainage has been simulated by specifying a
system of pumping wells along the site contour, with the
well screen in the interval of elevations 44 – 47 m within
the second layer. Two schemes of dewatering – with 13
and 5 pumping wells with a flow rate of 1.5 m3/hour and
5.0 m3/hour, respectively, have been considered. The
total water intake of drainage in the first case was
468.0 m3/day, in the second – 600.0 m3/day.
Modeling has shown that the safe groundwater level
is achieved directly within the construction site when the
bed drainage is functioning (Fig. 3), while the necessary
lowering of the levels is ensured by filtration layer at
52 m and the amount of drainage water intake
307.6 m3/day. The required water level reduction within
the contours of the construction site is achieved when the
hydraulic conductivity of filtering material is not less
than 100.0 m/day.
Figure 3. Groundwater surface in conditions of bed drainage
operation
V. Tymoshchuk, Ye. Sherstiuk, Z. Niedbalski, Т. Morozova. (2017). Mining of Mineral Deposits, 11(2), 34-40
38
Under conditions of vertical drainage with 13 pump-
ing wells, the groundwater level in the alluvial aquifer is
reduced not only within the construction site but also in
adjacent areas within the 60 – 80-meter contour. Water
table reduces to level 52.40 m at the protected construc-
tion site when its elevation in the dewatering wells is at
52.12 – 52.25 m. The growth of hydraulic depression in
the alluvial aquifer leads to increasing the proportion of
inflow resources from the Dnipro in the hydraulic bal-
ance of the simulated area.
In the variant of vertical drainage with 5 pumping
wells, the required safe water level reduction in the allu-
vial aquifer is achieved while the water level in dewater-
ing wells drops to 51.33 – 51.97 m, which causes the
development of hydraulic depression in the aquifer with
level decrease to 52.40 m and lower beyond the construc-
tion site within 100 – 120-meter contour (Fig. 4).
Figure 4. Groundwater surface in conditions of vertical
drainage operation (5 wells)
Similar to the case of 13 pumping wells, the hydro-
dynamic balance of the simulated area is characterized by
the increased share of inflow component in the balance
formed due to the river.
A comparative analysis of drainage facilities opera-
tion has shown that the efficiency of bed drainage func-
tioning is ensured when the sole of filtering material is
laid at elevations of not more than 52 m, which signifi-
cantly limits the effect of bed drainage on adjacent areas.
Vertical drainage ensures a deeper dewatering level
so that its efficiency can be achieved with fewer water
intake facilities (Fig. 5).
At the same time, due to the growth of hydraulic de-
pression, the effect of vertical drainage will extend to the
adjacent areas which are also susceptible to flooding and
inundation during the flood periods.
The drainage parameters for the operation of 5-wells
dewatering system with a total flow rate of 25 m3/hour
have been estimated for a flood of up to 120-day dura-
tion with an absolute water level of 1% probability –
52.68 m. Figure 6 shows graphs of the change in the
calculated groundwater levels of the alluvial aquifer in
the central part of the site. According to the calculated
data, 15 days after the flood beginning, groundwater
levels in the central part of the site will exceed the per-
missible mark of 52.40 m and will continue to grow.
The maximum elevation of the groundwater, which can
be reached, is 52.90 – 52.93 m.
After the end of the flood period (90 days), the recov-
ery of the levels below the safe level of 52.40 m will take
30 days. Hence the period when groundwater levels in
the protected area are above the permissible level is 100
to 105 days, which determines the interval of the water
drainage system operation.
Water table drops to the permissible level of 52.40 m
in the central part of the investigated site in 1 – 5 days
after starting the vertical drainage system of 5 pumping
wells with a total flow rate of 25 m3/hour, and is main-
tained within the safe level range of 52.10 – 52.40 m
during the entire time of spring flood.
Figure 5. Hydrodynamic cross-section for the case of 5 dewatering wells operation: (a) sub-meridional direction;
(b) sub-latitudinal direction
V. Tymoshchuk, Ye. Sherstiuk, Z. Niedbalski, Т. Morozova. (2017). Mining of Mineral Deposits, 11(2), 34-40
39
Figure 6. Forecast of groundwater level dynamics during the
high water period; 5 dewatering wells are working:
1 – water table rise during flood; 2 – level recovery
after flood; 3 – dewatering wells operation
4. CONCLUSIONS
Analysis of geological and hydrogeological condi-
tions of floodland territory in the middle reaches of the
Dnipro has shown that the main factors affecting the
hydrodynamic regime in the floodland areas under con-
struction are the changes in recharge intensity due to
leakages from water-supply and sewage facilities, the
barrage effect of pile basements of the designed build-
ings, and the level regime of the river; the latter being
determinant in conditions of alluvial aquifer regime dis-
turbed by the construction.
The predictive moodeling of hydrodynamic regime in
the prospective building site allowed to conclude that the
spring flood in the Dnipro with a water level increase to
52.68 m corresponding to 1% probability, leads to
groundwater level increase at the construction site to
absolute elevations of 52.80 – 53.00 m, which corre-
sponds to water table afflux by 1.10 – 1.30 m.
In these conditions, the vertical drainage in contrast
to the bed drainage provides deeper dewatering, whereby
the efficiency of its operation can be achieved with fewer
water intake facilities. In this case, the drainage effect
will spread to the adjacent areas, which are also suscepti-
ble to flooding and inundation during the flood periods,
due to development of a deeper hydraulic depression.
Assessing the vertical drainage operation in condi-
tions of unsteady filtration regime, it was found that
during the Dnieper flood period, groundwater levels in
the central part of the construction site can reach the
altitude of 52.90 – 52.93 m in only 15 days after the
flood beginning.
In these conditions, water table drops to the permissi-
ble level of 52.40 m in 1 – 5 days after the start of the
vertical drainage system of 5 pumping wells with a total
flow rate of 25 m3/hour, and is maintained within the safe
level range during the entire time of spring flood.
ACKNOWLEDGEMENTS
The research was carried out with the technical sup-
port of the specialists of LLC “VODOPROEKT”.
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ABSTRACT (IN UKRAINIAN)
Мета. Прогнозна оцінка гідродинамічного режиму підземних вод на ділянці перспективної забудови запла-
вної частини долини р. Дніпро у зв’язку з вибором доцільної системи дренажу та обґрунтуванням параметрів
дренажного водозниження.
Методика. Дослідження гідродинамічного режиму варіантним моделюванням процесів планово-профільної
фільтрації в умовах роботи різних видів дренажу та компоновки дренажних споруд із використанням чисельної
математичної моделі, реалізованої на базі метода скінчених різниць.
Результати. Визначені основні режимоутворюючі фактори досліджуваної території, розроблена загальна гі-
дродинамічна схема модельованої області й обґрунтована структура геофільтраційної моделі, визначені її поча-
ткові та граничні умови. За даними моделювання виконана прогнозна оцінка рівневого режиму підземних вод,
проведено порівняльний аналіз ефективності пластового та вертикального дренажів при різних схемах компо-
новки водознижуючих споруд. Ефективність роботи дренажних споруд на території, що захищається, оцінена
для умов проходження високого паводку при заданій забезпеченості рівня води у р. Дніпро.
Наукова новизна. Встановлення закономірностей формування гідродинамічного режиму підземних вод у
заплавній частині долини р. Дніпро під впливом основних режимоутворюючих факторів в умовах роботи дре-
нажного водозниження.
Практична значимість. Обґрунтування вибору гідродинамічно доцільної системи дренажу, схеми розта-
шування водознижуючих споруд і параметрів дренажного водозниження на ділянці проектованого будівництва.
Результати досліджень можуть складати основу для розробки інженерних заходів захисного характеру при
проектуванні об’єктів будівництва в межах потенційно підтоплюваних заплавних ділянок долин річок.
V. Tymoshchuk, Ye. Sherstiuk, Z. Niedbalski, Т. Morozova. (2017). Mining of Mineral Deposits, 11(2), 34-40
40
Ключові слова: гідродинамічний режим, геофільтраційне моделювання, прогноз рівневого режиму, система
дренажу, параметри дренажного водозниження
ABSTRACT (IN RUSSIAN)
Цель. Прогнозная оценка гидродинамического режима подземных вод на участке перспективной застройки
пойменной части долины р. Днепр в связи с выбором целесообразной системы дренажа и обоснованием пара-
метров дренажного водопонижения.
Методика. Исследования гидродинамического режима вариантным моделированием процессов планово-
профильной фильтрации в условиях работы различных видов дренажа и компоновки дренажных сооружений с
использованием численной математической модели, реализованной на базе метода конечных разностей.
Результаты. Определены основные режимообразующие факторы исследуемой территории, разработана
общая гидродинамическая схема моделируемой области и обоснована структура геофильтрационной модели,
определены ее начальные и граничные условия. По данным моделирования выполнена прогнозная оценка уро-
венного режима подземных вод, проведен сопоставительный анализ эффективности пластового и вертикально-
го дренажей при различных схемах компоновки водопонизительных сооружений. Эффективность работы дре-
нажных сооружений на защищаемой территории оценена для условий прохождения высокого паводка при за-
данной обеспеченности уровня воды в р. Днепр.
Научная новизна. Установлены закономерности формирования гидродинамического режима подземных
вод в пойменной части долины р. Днепр под влиянием основных режимообразующих факторов в условиях
работы дренажного водопонижения.
Практическая значимость. Обоснование выбора гидродинамически целесообразной системы дренажа,
схемы расположения водопонизительных сооружений и параметров дренажного водопонижения на участке
проектируемого строительства. Результаты исследований могут составлять основу для разработки инженерных
мероприятий защитного характера при проектировании объектов строительства в пределах потенциально под-
тапливаемых пойменных участков долин рек.
Ключевые слова: гидродинамический режим, геофильтрационное моделирование, прогноз уровенного
режима, система дренажа, параметры дренажного водопонижения
ARTICLE INFO
Received: 8 December 2016
Accepted: 15 May 2017
Available online: 30 June 2017
ABOUT AUTHORS
Vasyl Tymoshchuk, Candidate of Technical Sciences, Associate Professor of the Hydrogeology and Engineering
Geology Department, National Mining University, 19 Yavornytskoho Ave., 1/54, 49005, Dnipro, Ukraine.
E-mail: vasyl.tymoshchuk@gmail.com
Yevheniia Sherstiuk, Assistant Professor of the Hydrogeology and Engineering Geology Department, National Mining
University, 19 Yavornytskoho Ave., 1/54, 49005, Dnipro, Ukraine. E-mail: eusherstuk@gmail.com
Zbigniew Niedbalski, Doctor of Philosophy, Deputy Dean of the Faculty of Mining and Geoengineering, AGH University
of Science and Technology, 30 Adam Mickiewicz St, A-4/26, 30-059, Krakow, Poland, E-mail: niedzbig@agh.edu.pl
Tamara Morozova, Senior Instructor of the Physics Department, National Mining University, 19 Yavornytskoho Ave.,
2/82a, 49005, Dnipro, Ukraine. E-mail: morozova.t.v@nmu.one
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