Acta Polytechnica CTU Proceedings


doi:10.14311/APP.2017.10.0012
Acta Polytechnica CTU Proceedings 10:12–15, 2017 © Czech Technical University in Prague, 2017

available online at http://ojs.cvut.cz/ojs/index.php/app

FEATURES REGARDING INTERACTION OF ANCHOR PILES
SUCH AS “TITAN” AND “GEOIZOL” WITH SOILS

Mikhail. I. Nikitenkoa,∗, Igor P. Dubatovkab

a Stroitechnorm, Stroikompleks, 220037, Minsk, ul. Filimonov, 8-105. Belarus
b Monorakurs, 220116, Minsk, pr. Dzerzhynsky, 104b. Belarus
∗ corresponding author: michnikit@gmail.com

Abstract. The article describes the experience of using anchors at a deep excavation for the
construction of a multifunctional complex in Minsk. The authors describe the features of the device
and the testing of the pressure grouted anchoring structure of “Geoizol” (according to the “Titan” type
system).

Keywords: deep excavation pit; underground retaining wall; anchor piles Titan, Geoizol..

1. Introduction
Cut-off diaphragm wall was used for the protection of
the deep excavation in the construction of a multifunc-
tional complex in Minsk. These walls were anchored
with anchors at one, two or three levels. [1]

“Geoizol” anchors according to “Titan” type were
used for anchoring of the diaphragm walls. These
piles were installed with the help of pressure grouted
technology [2–8] . As these anchor piles differ from
conventional continuous pressure grouted anchors the
nature of these differences will be described. At the
end the advantages and disadvantages of the described
anchor piles during their installation and application
are specified.

2. Construction site
Multifunctional complex (IFC) is situated in the north-
east of Minsk. The geotechnical site conditions were
described as rather complicated, composed from dif-
ferent horizons, as Holocene, Mogilev, Slavgorodskiy,
Dniprovskiy, which contains mostly moraine sediments
of different compositions. Starting from boulders up to
fine sandy loam, arranged not only in layers, but some-
times in the shape of closed lenses. Top aquitard are
moraine loam Mogilev sub horizon, lower - moraines
Slavgorod sub horizon. Between them is artesian
water, non-aggressive to concrete. The amount of
pressure was 9.0 – 13.6 m.

3. Constructive solution of
anchor “Titan” piles and
“Geoizol”

The design of the anchor rod comprises a steel tubular
rod with a helical knurled outer surface consisting of
joined screw couplings units, and on the bottom of
which at the end there is screwed a drill bit with outlet
holes, and at the top there is a lock nut with a spherical
contact surface which rests on the construction plate
(Fig. 1). In this design concept the hollow anchor rod

Figure 1. Structural elements of anchor piles “Titan”
and “Geoizol”

combines the functions of a drilling rod when drilling
wells through a progressive rotational movement of
the rod with a drill bit, and an injector for injecting
into the cavity a cement slurry, which, under pressure
erodes at the bottom soil and under agitation then
plugging the borehole, creating a hardening of shaft
piles. Subsequently the rod reinforces the pile and on
pulling out it provides a recognizable tensile force.

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vol. 10/2017 Features regarding interaction of anchor piles with soils

4. Sequence of operations when
constructing the type of
anchor piles “Titan” and
“Geoizol”

The technological operations of the device anchor piles
in the soil include borehole drilling to the projected
depth of the tubular rod in rotation together managed
with drilling crown and soil displacement. This is
pumped through the rod chamber plugging cement
slurry which erodes soil and facilitates drilling of the
downhole, fills it and prevents soil collapse. When
the cement slurry strength attains at least 70 % of
that designated (in sand - 14 days during solution
without plasticizer C-2 and 7 days - with plasticizer),
all are subject to tension anchor piles. In clayey soils
a drainage solution is needed.

Figure 2. Excavation pit overview and installation
of anchoring piles.

After the excavation of the construction site on the
level of the first row of anchors, horizontal I beam
was applied together with large steel plates, Fig. 2.
After that the anchoring piles were constructed. The
lengths of anchor piles with diameter 0.25 m, was at
first level 15 m and 12 m for the second level. The
lengths of the workers (root) segments were 8.4 m and
6.9 m. They were located in the strata of sandy loam.

5. Anchoring piles testing
Anchors testing should evaluate the shear strength of
sandy loam along the trunks and roots of the anchor-
ing piles and help a confirmation of shear strength
used during the stability of retaining wall design.

First three anchors are designed to identify the role
of the injected grout composition to set them quality
strength after 7 days, and also for definition of the
actual barrel shape and diameter. To prove this the
anchors were excavated (see Fig. 3). The excavation
was carried out by inspection and measurements. The

control showed that their trunks are roughly cylin-
drical in shape with a diameter of 0.25 m without
separation of free and working root segments. It was
established that the strength of cement grout in all
samples was similar, reaching over 70 % of the calcu-
lated value. The arrangement for the pull-out tests is
shown on Fig. 4. Maximum tensile force was 549 kN,
indicating the average shear strength along perimeter
and length of anchoring part equal to 140 kPa.

Two other testing anchors were left in ground for 28
days. For one of them the hardening accelerator was
used and the second anchor was constructed without
hardening accelerator. No significant differences were
observed.

6. Advantages and disadvantages
of the anchor of the “Titan”
piles or “Geoizol”

Testing of 5 anchoring piles and their excavation allows
some statement about the application of these anchors.
Advantages are as follows:

• Structural design ensures that the high strength
hollow rod with knurling screw on the outer surface
and with cross-cut bit at the bottom allows insertion
of the anchor into ground, followed by injection of
grouting cement slurry under high pressure. Slurry
primarily wash away soil at the bottom, supports
borehole stability and after hardening guarantee
good contact with rod surface;

• Minimal elongation of high strength anchor rod
during loading;

• Low risk of corrosion. However there are also some
shortcoming as:

. The creation of a local broadening on the lower
end of the pile, i.e., working in the root zone is
problematic, since the liquid cement slurry fur-
ther pumping of denser high-pressure pressure
leads approximately to the same stem diameter
across the length of the borehole, with the excep-
tion of more intensive compressible soil layers;

. The huge over expenditure of cement due out-
pouring of wellhead in the process of drilling or
during injection;

. Hardening cement slurry is excluded because it
is difficult to rotate the rod with the drill bit,
while increasing their water-cement ratio (w / c)
sedimentation processes are amplified.

Up to now experiences in low permeable ground
leads to the recommendation to use drainage to drain
excess of water from the slurry injected with a great
value of w/c in accordance with the inventions as
are No 1281635, 1527378 and 139 2203 see [3],[6].
Application of geotextile sleeve can fulfil this drainage
role.

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Mikhail. I. Nikitenko, Igor P. Dubatovka Acta Polytechnica CTU Proceedings

Figure 3. Removing from the ground (a) The form of excavated three anchor piles (b). Fragment of anchor piles
body remaining in the ground (c), Measurement of the diameter on the contact with the stem (d).

Figure 4. Assembling panels of support system for two experienced anchor piles and sampling testing for one of
them.

7. Conclusions

Testing of the anchoring piles of the type “Titan” and
“Geoizol” on the construction site in Minsk, make it
possible to specify not only advantages of this system,
but also some shortcomings. To partly eliminate the
shortcomings some recommendations were proposed
namely draining geotextile sleeve with local tire rings
along the length of the roots and packers.

References
[1] P. Posobie. Designing and organizing the pile and wall

in trench. 14-01 for SNB 5.01.01-99. Architecture and
Construction Ministry of Belarus, Minsk, 2002.

[2] P. Posobie. Design and construction of bored piles.
13-01 for SNB 5.01.01-99. Architecture and
Construction Ministry of Belarus, Minsk, 2002.

[3] P. Posobie. Designing and construction of injection
anchor and piles. 18-04 for SNB 5.01.01-99. Architecture
and Construction Ministry of Belarus, Minsk, 2005.

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vol. 10/2017 Features regarding interaction of anchor piles with soils

[4] TKP. Foundations and underground structures,
constructed with the use of inkjet technology. Terms of
design and construction. 45-5.01-45-2006 (02250).
Architecture and Construction Ministry of Belarus,
Minsk, 2006.

[5] M. I. Nikitenko. Continuous pressure grouted piles and
anchors in the construction and reconstruction of
buildings and structures. Belarusian National Technical
University, Minsk, 2007.

[6] A. G. Malinin. Application of anchor “Atlant” piles in
underground construction. Earth Science 2:248–254.

[7] C. A. Ritov. Effective modern device technology of
continuous pressure grouted piles and injecting anchors.
Information Bulletin 16(1):7–14.

[8] C. Zolotov. About the bases of the device anchor piles
titan. Construction and Real Estate pp. 1–3.

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	Acta Polytechnica CTU Proceedings 10:12–15, 2017
	1 Introduction
	2 Construction site
	3 Constructive solution of anchor ``Titan'' piles and ``Geoizol''
	4 Sequence of operations when constructing the type of anchor piles ``Titan'' and ``Geoizol''
	5 Anchoring piles testing
	6 Advantages and disadvantages of the anchor of the ``Titan'' piles or ``Geoizol''
	7 Conclusions
	References