Proceedings of the First International Conference on Press-in Engineering 2018, Kochi

Application of Static Compression Load Test of Joint Piles in Seaport “Prorva” in
the Caspian Sea Coastal Area (Western Kazakhstan)
Askar ZHUSSUPBEKOV
Professor, Department of Civil Engineering, L.N. Gumilyov Eurasian National University, Astana, Kazakhstan
Email: astana-geostroi@.mail.ru

Zhanbolat SHAKHMOV
PhD, Department of Civil Engineering, L.N. Gumilyov Eurasian National University, Astana, Kazakhstan
Email: zhanbolat8624@.mail.ru

Gulshat TLEULENOVAPhD Student, Department of Civil Engineering, L.N. Gumilyov Eurasian National University, Astana, Kazakhstan
Email: gulshattleulenova23@mail.ru

ABSTRACT
2 segments precast concrete piles consist have been applied as foundations for “Cargo Transportation Route forof the north-eastern part of the Caspian Sea North Caspian Marine channel with berthing facilities Cargo Offloading
Facility” (CaTRO, COF) the “Prorva” oilfield, Atyrau region in the Caspian Sea Coastal Area, Western Kazakhstan
during November 2016 to July of 2017. This paper presents that seven characteristics engineering-geological elements(units) are identified based on the geological setting and the borehole logs. Testing of soils by piles was submitted byengineers of the LLP “KGS-Astana”. The main purpose of this paper is to present many aspects of foundation
construction in low temperature condition and freezing soil in winter season, to analyze the bearing capacity and asettlement of low temperature -5℃, -10℃. Pile testing was carried out in winter, when local climate and soil condition
make is a 1 m. depth frozen soil make impact to the changing a ratio of ultimate bearing capacity and settlement. At theconstruction site of Seaport ''Prorva" the static compression load test method was applied.

In practice, SCLT is one of

the widely used methods for analyzing of pile bearing capacity. This paper presents the result of the analysis of 2 joint
concrete piles of number (d/36), (k/3). SCLT testing was holding on 2 cycles.

Key words: site, pile, SLT, bearing capacity, frost heavy

1. Introductionlevel had stabilized at an absolute elevation of minus

1.1. Location of Seaport “Prorva”

27.00 m. The rise in the background sea level leads to a

The Caspian Sea is the largest lake on the Earthwidespread long-term flooding of the Kazakhstan part oflocated at the junction of Europe and Asia. The water

the Caspian lowland. Against the background of thisis subject to fluctuations; according to the 2009 data, it isflooding, short-term wind surges of sea water are even27.16 m below the sea level. The area of the Caspian Sea

more actively affecting the low-lying coast, contributing

is currently about 371,000 km², the maximum depth isto the flooding of even more significant areas, many

1025 m. The Caspian Sea is located at the junction of thehigher than flooding from the rising sea level. Wind

two parts of the Eurasian continent - Europe and Asia.

surges of sea water, flooding significant areas of thelength of the Caspian Sea from north to south is about

Kazakhstan coast, cause great material damage to the1200 kilometers. By the end of 1997 and by 2010, the sea

economy. Storm surges (sea) damage the fishery,- 79 -

Proceedings of the First International Conference on Press-in Engineering 2018, Kochi

throwing long-distance valuable species of fish, which,after the descent of the surging wave, perish in

2.2. Ground condition of constriction site
In 2012 a geotechnical survey was performed bydepressions in the relief of the coastal zone. In someExpro LLP (Expro) (Geotechnical Interpretation Report,

parts of the coast, dams have already been constructed2014) consisting of 22 boreholes and 7 CPTs, andthat cover large drainage valleys, along which storms andlaboratory testing on samples taken in the boreholes. This

thawed waters flowed into the sea and surges weregeotechnical survey is received incomplete by WBCAS.

introduced on the coast. The average annual wind speed is

All raw available data is used however.

3-7 meters per second, in the wind rose the northern winds

The 2013 survey was set up to gather the required

predominate. In the spring, autumn and winter month’s

engineering data to establish a detailed design according

winds increase, wind speed often reaches 20-25 meters

to RoK standards.

per second most of the drainage occurs in the Northern

The field work comprised geotechnical boreholes

Caspian, northern currents predominate. Storm surge is(BHG) and cone penetration tests (CPT). Field work

the rise or fall of water in the high seas, caused by strong

according to British Standards was requested in thewinds - as a result of friction and shearing stress - on the

Scope of Work. The field testing campaign was executed

surface of the sea. The coastal area is subject to the impact

between July and October 2013. The offshore campaign

of wave waves caused by western winds and drifts caused

was carried out by CaspianGeoServices LLP (CGS) as

by winds of the eastern direction (Geotechnicalsubcontractor of Expro LLP (Expro) (GeotechnicalInterpretation Report, 2014).

Interpretation Report, 2014). The offshore survey was
performed according to British Standards (in accordance

1.2. Seaport “Prorva”

with the Scope of Work). The onshore campaign was

The project site for the construction of facilities for

carried out by Geodang LLP (Geodang) as subcontractor

unloading cargo (CATRO) is located in Caspian Seaportof Expro LLP (Expro). The onshore survey was“Prorva”, which is in the coastal area. The main purpose

performed according to GOST/SNiP standards (GOST,of this paper is analyze bearing capacity and settlement

1994, GOST, 2001, GOST, 2012, MSP 5/01-101-2003,

joint concrete pile foundations SLT method in seasonally

2003).

freezing soil. Conditions in local places include frozen

The laboratory work comprised the execution ofsoil in winter and flooding coastal areas of Caspian sea inclassification tests (water content, density, Atterberg

spring, which changes ratio from bearing capacity andlimits, particle size distribution), strength tests (triaxial

settlement of piles.

CU, triaxial CD, triaxial UU) and stiffness tests(odometer). The laboratory work was executed between

2. Static load test (SLT) on the site “Prorva”

November 2013 and March 2014.
Ten engineering-geological elements (units) are

2.1. Geological condition
The project area is located along the east coast of theidentified based on the geological setting and theNorth East Caspian Sea, both onshore and offshore, nearborehole logs. These elements are ordered top-down,

the “Prorva” oil field, Western Kazakhstan. The project

which means that unit EGE-1 is in principal in the top ofarea is situated on the Northern Caspian Shelf. At present

the soil column, EGE-11 at the bottom of the soil column,

the North Caspian Sea has a limited water depth

and units EGE-2 to EGE-10 are situated in between these(maximum 5 to 8 m). The water level in the Caspian Sea

layers.

depends on a balance between the inflow of river water

The geotechnical parameters are derived mainlyand evaporation. This has resulted in large variations infrom the laboratory testing on undisturbed samples taken

sea level in the past. This explains the sequence and soilin the boreholes using statistical analysis of test results incharacteristics of the deposits (Zhussupbekov, 2016,

Table 1. For some layers or some parameters insufficient

Zhussupbekov, 2017).

tests of good quality are available for statistical analysis.
The process of derivation of geotechnical parameters is
discussed- 80 -

fordifferent

clustersofgeotechnicalProceedings of the First International Conference on Press-in Engineering 2018, Kochi

parameters, highlighting the engineering choices madeTable 1.

and attention points identified during the process.
Parameters for EGE-4, EGE-6, EGE-10 were notEngineering-geological elementsC𝜑γnatural

Su

Eoed;

kPa

deg

kN/m3

kPa

kPa

0.7

29.4

19.4

25

2.8

0.7

29.4

19.3

15

2.750

2.7

31.5

19

-

30

20.8

24.7

19.1

80

2

2.4

31.8

20

-

40

22.7

23.8

20.6

150

4

25

24.7

20.2

150

2

Soil typederived because these units are only very locally present
and not considered in engineering calculations.
The laboratory test program consisted of the following

EGE-1 Filltests: - Classification tests: unit weight, water content,

sand

Atterberg limits, sieving, specific density. - Strength(EGE-2)

tests: triaxial tests (UU, CU, CD). - Compressibility tests:

Silt

odometer test.

(EGE-3)The soil strength parameters used as input for

Sanddrained geotechnical analysis are the effective angle of(EGE-7)

internal friction (ϕ’) and cohesion (c’). The soil strengthClayparameter for undrained geotechnical analysis is the(EGE-8)undrained shear strength (su).

Sand

The laboratory test results for strength parameters,(EGE-9)based on triaxial tests, give a very scattered output for theClaystrength parameters for each of the soil layers. Although(EGE-10)the presence of some scatter is normal and some samples

Claymight have been bad, this large scatter

Eoed – Elastic unloading/reloading [kPa];

is mainly

attributed to the poor quality of the strength tests in

Su – undrained shear strength [kPa].

laboratory.
Pure statistical analysis of these results would yield

Table 2.

unrealistic values for the strength parameters. Therefore

Thickness of snow cover

the cautious estimates for the strength parameters are
made

and

evaluatedagainstthe

more

Thickness of snow cover on site

accurateclassification parameters (Atterberg limits, water content,
unit weight) with the use of correlations.

The average

Average

Maximum

Minimum

date a snowheight inheight inheight incover

winter, cm

winter, cm

winter, cm

13

26

3

25/XI-10/III

The soil profile is assumed to be derived at thelocation of the COF (with a ground level of BD-27.5 m).

The engineers of foundations must know changing

Table 1 shows the engineering and geologicalphysical and mechanical properties in freezing soil

section on the sites of seaport “Prorva”.

(Alexandar S. Vesic, 1977, Dalmatov, 2002, Dalmatov,

The project area is situated on the Northern Caspian

1988, Karlov, 2007, Nevzorov, 2000, Sarsembayeva, 2015,

Shelf.
The value of actual frost heave depends on soil type,moisture content and temperature. In this region, in
winter period the depth of the frost soil is average 1.0 m.
Table 2 shows thickness of snow covered on
construction site “Prorva” in winter time (GeothechnicalInterpretation Report, 2014).
Frozen soils behavior depends on temperature, rateof loading, etc (Phukan, 1991 ).

Shakhmov, 2013, Shakhmov, 2014, Tleulenova, 2018,
Tsytovich, 1973). Taking into account the seasonal
freezing of the soil and the frost heaving of the soil andthe rising of the water level in the spring in the CaspianSea (West Kazakhstan), the design consist is concrete
joint pile foundations and around the perimeter of the
sheet piles on the site.
The upper part of the active layer thaws in summer
and refreezes winter (Shamsher, 1990).

- 81 -

Proceedings of the First International Conference on Press-in Engineering 2018, Kochi

2.3. Static compression load tests
Static load test should be carried out for driving
piles after “rest”. For static compression load test (SCLT)
the need next equipment: hydraulic jack DG 500, G 250– 200-205 ton.
In Fig. 1 illustrates the pressure in the jack was
createdwith the help of manual electro-hydraulic pumpstation NER -1,6A40T1 with power distribution, themoving of concrete piles

was fixed by caving

in-measurers MA100BU100, which were positioned in
the center of unmovable bearings with the benchmark
system.

For reference beams using two H-beams with

h=20 cm and length 5.3 m which bolted with clamp to

Fig. 1 Vertical static pile test using of SCLT method inscrew piles BAU 114*4*2000 drilled in soil with depth

seasonally freezing soil ground

1.5 m. (Zhussupbekov, 2017).
Fig. 2 shows SCLT 2 cycles loading and reloading
pile foundations d/36 and k/3 in winter and spring times.
At the construction site, the sea port ''Prorva", thestatic compression load test (SCLT) method.

Method

SCLT, which is a field test method was applied. In
practice, Method SCLT is one of the widely usedmethods to analyze pile bearing capacity (Das Braja,
1984, Davisson, 1972, Eun Chul Shin, 2018). In paper
analyze 2 joint concrete piles d/36, k/3. In SCLT testing,the test load on the pile is for hold on 2 cycles. Loading
and unloading was carried out in the following sequence:
0, 30, 60, 90, 125, 90, 60, 30, 0, 170, 210, 250, 210, 170,
125, 80, 40 and 0% of design. In the first cycle, theFig. 2

Bearing capacity of piles number d/36, k/3

experimental pile was loaded to 100% of the design
value is 1311 kN; the second cycle is 1639 kN.
Table 3.

3. Press-in piling3.1. Layout on construction site
This working plan (WP) has been developed for theSpecification of piles d/36, k/3

material

L

b

Ap

m

2

production of driving operations of precast concrete piles
consists of joint segments are the segment 1 length 16 m,
segment 2 length 11.5 m, the total length 27.5 m, theDescriptionmreinforcement diametermof 8 mm (16 pcs)

with acrosssection 400x400 mm. Table 3 illustrated specification of
No. d/36,
k/3

concrete

27.5

0.4

piles d/36, k/3. Tested piles were drove by driving machine

11

JUNTTAN

PM25(Zhussupbekov,

Lukpanov

andOmarov, 2016, Zhussupbekov and Omarov, 2016,
This test presented piles behavior in real climaticconditions.
Investigations carried out for pile fields.

Zhussupbekov, Omarov, Moldazhanova, Tulebekova,
Borgekova, Tleulenova, 2017, Zhussupbekov, Omarov,Yergen, Borgekova, Tleuenova, 2017, Zhussupbekov,
Shakhmov, Tleulenova, 2017, Zhussupbekov, Shakhmov,- 82 -

Proceedings of the First International Conference on Press-in Engineering 2018, Kochi

Lukpanov,

Tleulenova,

Kudryavtsev,

2017,

Zhussupbekov, Shin, Shakhmov, Tleulenova, 2018)

5. Acknowledgements
LLP “KGS-Astana” team to provide static load tests(SLT) in driving joint

piles in site “Prorva” Atyrau

3.2. Results of estimation analysis of bearing capacity

regions (Western Kazakhstan). The authors express deep

Table 4 shows the results of SCLT test. The total

thanks for engineers of KGS-Astana, LLP, for technicalsettlement of the pile foundation d/36 in time the first

supporting and consulting of this static load tests.

cycle was 4.4 mm, pile k/3 in time the first cycle was 5.2
mm. During the second cyclic settlement, the total

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