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Despite being potential historical sites, old embankment dams are subjected to many stability challenges due to many factors, including a lack of sufficient stability assessment tools by the time the dam was built and changes in embankment material properties induced by natural and human activities. Therefore, with the current advancement in technology is of great importance to investigate the state of old embankment dams under different potential loading conditions. The stability challenges become of more significant concern when the embankment is subjected to a rapid drawdown loading scenario. In this study, the Samarkand dam located in Karaganda province in Kazakhstan which was put into operation in 1941 is investigated in terms of seepage and slope stability with the help of numerical modelling. Both steady and transient (rapid drawdown) flow conditions are taken into consideration. e finite element method-based modelling is achieved using SEEP/W and SLOPE/W of the GeoStudio software. From the analysis results, it was observed that the old dam can be subjected to a potential failure under rapid drawdown conditions as the minimum factor of safety values were decreasing with the increase in the drawdown rates. For instance, the minimum factor of safety from the instantaneous drawdown rate was equivalent to 32.85% less than the factor of safety retrieved from the long-term steady-state conditions. Also, from Analysis of Variance (ANOVA), a p-value of 9.97× 10-29 was obtained after subjecting the factor of safety values from instantaneous, 5 days, 10 days, and 1 m per day drawdown rates to ANOVA, indicating that the factor of safety differences among the analyzed drawdown rates were statistically significant.

The study of road bases located on subsidence soils is a relevant issue because even though these soils demonstrate considerable strength in a dry state when soaked, they can exhibit sudden subsidence, which can lead to irreparable consequences during the operation of the highway. This article presents the results of laboratory studies of physical and mechanical properties of the soil, the results of field tests of the embankment by plate load test, which in combination provide a completer and more accurate picture of the state of the soil for further design of the highway with minimal costs and losses.

The article presents the results of scientific and experimental work on the study of the effect of quicklime in the composition of a chemical reagent on the depth of thawing in season-ally frozen soils in places where pile foundations are driven. The proposed technology provides for the driving of pile foundations without preliminary drilling of seasonally frozen soil, and the use of low-power units for driving piles.

This article analyzes the process of creating a project from the initial stage of digital modeling to its subsequent implementation, using the latest technologies in the field of construction. Particular attention is paid to an overview of the Rhinoceros software environment for the implementation of architectural projects, which are based on non-standard shaping in the bionic style. The comparative analysis of software platforms related to BIM-modeling and NURBS-modeling is described. Shows methods for the implementation of projects in the style of biotech, through the integration of programs Rhinoceros and Revit.

Pile foundations are commonly used in engineering practice to transfer the loads from heavy structures such as high-rise buildings to competent soil strata. In this manner, such complications as unfavorable geological conditions, compressible soil layers, and high levels of groundwater are avoided. Different types of piles are used in construction work. The specific type of pile used depends on the type of loading, the foundation soil, and the location of the groundwater table. The technical progress of large, bored piles and the continuous improvements of construction procedures and piling equipment today have created new possibilities. This paper describes a series of pile load tests that were performed in the capital city of Nur-Sultan, Kazakhstan. The control equipment, technological features are important for detailed information about the process of testing and the associated results make them more accurate and reliable. Keywords: pile, static test, load, equipment, soil

The article presents the results of numerical analysis for pile foundation in seasonally freezing soil ground. This project uses the static tests of soil by piles at the construction site of Cargo off-loading facilities (Prorva, Atyrau region, Kazakhstan). The project area is located along the east coast of the Caspian Sea, both onshore and offshore, near the Prorva oilfield, Kazakhstan. At present, the North Caspian Sea has a limited water depth (max 8 m). According to the test results have been made design changes in the pile foundation. Static tests (SCLT) were carried out on the piles with 16m in length and precast concrete joint pile foundations with a total length of 22m to 27m. This research is important for an understanding of the interaction mechanism of precast composite joint piles with seasonally freezing soil ground of the Caspian Sea coastal area of the site.

The paper presents the results of an experimental study of strength anisotropy in sandy samples with “anisotropic fabric” induced by compaction loading. A direct shear apparatus used is introduced. To prepare anisotropic samples, a specimen compacted to optimum water content was frozen. Six samples, each with a different shearing angle were then bored from the specimen. After boring, these samples were placed in a shear box and heated to melting. The maximum shear strength was observed for a sample with shearing angle +15°.

The paper briefly describes the methods for testing soils by triaxial compression. Among the many mechanical characteristics of the soil, deformation and strength properties remain as the main and widely used ones, the determination of which is an important experimental task. In recent years, new test schemes, more advanced designs of instruments and equipment for the study of various soils have been proposed. Like any material, the soil has limited strength, and under certain external influences the soil massifs collapse, as a result of which their individual parts get unlimitedly large displacements. Triaxial soil compression is becoming more widespread in the production of engineering and geological studies to justify the construction projects of various engineering structures. Based on the results of this work, recommendations for the practical application of the obtained soil characteristics for the geotechnical geoinformational database of the city of Nur-Sultan are made.

This paper is an extended version of our paper published in Cryosphere Transformation & Geotechnical Safety ‘21, Salekhard, Russia, 8–12 November 2021; pp. 366–369. Copyright: © 2022 by the authors. Vapour mass transfer is often underestimated when designing the bases for structures in frost susceptible soils. Intensive and long-term vapour transport may lead to excessive frost heaving and associated issues. A vapour transport model and the algorithm of its calculation is presented in this study based on the results of experimental freeze–thaw cycles of nine soil samples with varied density. The temperature field distribution, air voids volume and the energy comprising latent heat for the phase transition and heat extracted during the temperature drop are the main parameters for determining the vapour velocity and the amount of ice formed. According to the results, the average speed of vapour transport in frozen soils was about 0.4 m/h. The amount of ice built in 1 h during uniaxial freezing due to the saturated vapour pressure difference was 1.64 × 10−5–3.6 × 10−⁵ g/h in loose samples and 1.41 × 10−⁶ g/h to 5.61 × 10−⁷ g/h in dense samples of 10 cm diameter and 10 cm high sections. The results show that vapour mass transfer can increase the risk of ice growth and related problems. Funding: This research received no external funding.

Recently, incentives have been provided in developed countries for promoting commercialization of biochar production for usage in construction industry. One of the main reasons for such incentives is the carbon sequestration capacity of biochar, which can be highly useful for countries to meet their goals of carbon emission reduction by 2030. In this regard, chemical modification of biochars has also been done to enhance their surface area and functionality, which is useful for adsorption of pollutants. However, rarely any studies are conducted to explore the effect of chemical treatment of biochar on soil cracking and water retention. The major objective of this study is to explore the crack and water retention properties of chemically modified biochar amended soil. Pig manure biochar (PMB) and peach shell biochar (PSB) with contrasting compositions were modified with H3PO4 and KOH. Soils were mixed with modified biochars at four dosages (0, 2, 5, and 8%). Crack intensity factor (CIF) and moisture content were measured during drying-wetting cycles. Results showed that H3PO4-modified biochar has been found to have a higher impact on water retention as compared to KOH-modified biochar. KOH modification instead tends to reduce hydrophilic functional groups on surface of biochar. Pig manure biochar appears to have a higher crack suppression capacity than even functional biochars. In most cases, 5–8% biochar dosage is generally found to be an optimal range for reducing cracks and improving water retention. Based on the given testing conditions, the effect of chemical modification of biochar on cracking appears to be inconclusive. It should be noted that the results in this study are based on a given testing conditions and generalization requires further studies on different types of soils.

The construction of unique structures is complicated by the fact that codes and standards do not exactly apply to such structures. This paper presents an overview of the analysis, design, wind tunnel testing and field monitoring of a 70 m high monument that was constructed in the capital city of Nur-Sultan in the Republic of Kazakhstan. This overview constitutes a useful example of the constraints imposed by such unique, one-of-a-kind structures. The natural frequencies of the monument, determined from measured accelerations, differed slightly from analytically computed values. Scale models were constructed to study the response of the monument. Pressure distribution on the surfaces of a scaled model of the building was recorded at different wind speeds and wind angles. These models were equipped with sensors that measured the average component of pressure and the pulsating component of pressure. The effect of the different wind angles in determining the drag coefficient on the building was also performed. Based on the aforementioned analyses and in light of the results of the wind tunnel tests on a scale model of the monument, a 4-chord truss was selected as the structural backbone of the monument. The chords consist of pipes that are connected by a system of webs. Cladding is then attached to the truss to give the monument its desired esthetics and to facilitate its aerodynamics. The tuning of two mass damper systems installed in the monument is also described.

Fiber optics are increasingly being used in structural health monitoring applications. In addition to the well-known advantages, they most reliably transmit the stress–strain condition of the structure in the long term. This article presents the results of structural health monitoring on the embedding of fiber optics in the upper layer of the raft over the entire area of a high-rise building in Astana city (Kazakhstan), including the 75-storey 320 m block R. Temperature and strain data were collected constantly via a distributed fiber optic strain sensing system (DFOSS). The analysis of strains in fiber optic chainage indicated that the compression strains were observed over the entire area of the building, with values from −20 to −40 µε and with progression of the compression loaded up to −80 µε along the core wall closer to the eastern facade of the building. Tension strains were concentrated along the extreme axes of the building, with a predominance in the southern part of the R block, as well as in the immediate vicinity of the columns, in a range of −20 to −40 µε, with separate spots from −40 to −60 µε. Individual patches of tension strains near the columns have been explained by the increased deflection of the raft under the application of a concentrated load (columns). Fiber optic monitoring results at the time of testing did not exceed the permitted values for high-rise building operation; however, they characterized the general picture of the strain in the raft plane and made it possible to determine the initiation of cracks in concrete at an early stage.

This paper presents estimations of bearing capacities of precast concrete joint piles at two construction sites in the regions of Port Prorva located in Western Kazakhstan. The capacities of the piles were predicted using the static pile load test data with the conventional interpretation methods. The results were compared to those from APILE analyses, analytical calculations based on the Kazakhstani standard method, and the pile driving analyzer. It was shown that the highest pile capacities were obtained from the Chin interpretation and Decourt extrapolation methods. The results from De Beer, Davisson, and Fuller and Hoy interpretation methods were found to be similar. The result from the Butler and Hoy interpretation method was similar to the ones obtained from pile driving analyzer and APILE analyses. The pile capacity obtained by the Kazakhstani standard method was found slightly higher, though it is applicable for estimating ultimate pile capacities. The yield capacity of the piles was determined under working loads. The methods used in the paper can also serve as practical guidelines to assess the capacities of driven piles installed in the field.

At the present time, in Astana city is going on works by construction public transport system LRT (Light Railway Transport). LRT is an overhead road with two railway lines. The first stage of construction is including construction of overhead road (bridge) with 22,4 km length and 18 stations. The foundation of bridge is the bored piles with cross-section 1.0HL5 m and length 8-КЗ 5 m. In these conditions, very important to control integrity of concrete body of each bored piles. For checking integrity- applying two methods - Low Strain Method and Cross-Hole Sonic Logging. The aim of this paper is to discuss the advantages and disadvantages of each method using the examples of a real application. The article presents loading tests of large diameter and deep boring piles on the construction site in new capital city of the Republic of Kazakhstan. Finally, some recommendations for testmg methods suitable for problematical ground conditions of Kazakhstan are introduced. Traditionally, pile load tests in Kazakhstan are carried out using static loading test methods. Static pile loading test is the most reliable method to obtain the load-settlement relation of piles. Results of static pile tests using the static compression loading test (by ASTM). static loading test (by GOST) and bi-direction static loading test (by ASTM) methods are presented in this paper. Experienced bored piles with length of 31.5 m. diameter 1000 mm. Hereafter the results of underground testmg by the piles with the methods of vertical static tests of SLT. BDSLT and SCLT are presented, which had been made on Expo 2017 projects, buildings of Pavilion m Astana. Kazakhstan.

This article discusses the problem of the bearing capacity of piles with defects in the pile body. Field trials were performed using the non-destructive Sonic Logging (CSL) method. The object of the study is bored piles with a diameter of 1.0 - 1.5 m and a length of 8 - 55 m. This article solves the problem of bearing capacity of piles with defects of 10%, 20% and 30%, respectively, in the body of the pile. For modeling, we used load test data from bored piles at the LRT construction site. In this study, only the maximum strain value is needed to compile several cases with various defects using two-dimensional finite element analysis (FEMA) based on the Midas-GTS NX program. According to the results of field tests and modeling of piles, it was found that more than 20% of piles have defects. Field data and numerical simulations have also been confirmed on the recommendation of Bjerrum

Development of a geotechnical database for the young capital of Kazakhstan, Nur-Sultan city, became a paramount concern of both the scientific community and industry. The creation of the Kazakhstan model of the geotechnical database was based on a fixed dataset which included a city map with determined X, Y, and H coordinates and the user generated data obtained from the materials of engineering and geological surveys from more than 2000 boreholes. Based on the assessment of the built-up area of the city, six main engineering-geological elements (EGE) were identified. The territory of the city was regrouped into eight zones instead of the previous six based on the geological origin and stratigraphy interposition of the EGE. Engineering properties of the soils were considered for physical and mechanical characteristics, where the plasticity limits demonstrated an accurate correlation to the elasticity modulus E and distribution boundaries between the alluvial and eluvial types of the soil on the graph. So, the increased liquid and plastic limits are replicated by higher values of elasticity modulus E, and hence better strength characteristics of a particular soil layer and vice versa, while the moisture content and soil density did not show any obvious pattern and requires additional verification on the construction site. Finally, a geotechnical map was built for the driven piles and the optimal variations in the pile length for each zone were determined.

The paper presents the results of the monitoring of construction for the unique residential building of 310 m high with 4-storey underground parking. One of the unique projects is the housing estate called “Abu-Dhabi Plaza” which started in 2011 in Nur-Sultan city. High-rise buildings pose new challenges for engineers, especially in the design of above-ground structures, bases, and foundations. The basement walls are formed with reinforced concrete diaphragm wall panels, which were supported with ground anchors. The shoring system analyses had been designed using PLAXIS 2D, which can assess in detail of the deformations that occur in soil. In the course of excavating a thick layer of soft, weak soil in St. Petersburg, Russia, instabilities were encountered in a 21 m long sheet pile excavation fence made of AU Arcelor 18. In light of the rather large depth (12 m) and areal extent (150 m by 80 m) of the excavation, such instabilities presented a significant challenge for the geotechnical engineers. This paper reviews the results of soil property tests performed in conjunction with the construction of the aforementioned large excavation, as well as the neighboring buildings. The need for continuous monitoring of geotechnical conditions using the methods of static sounding, to assess the zone of construction influence and to forecast the mutual influence of the structure being constructed on the surrounding buildings, is discussed. Finally, the raft foundation has recommended for future high-rise buildings to be constructed on competent residual soils.

The expansive soil is characterized by increasing its volume when subjected to water. The expansion of soil mostly resulted from the presence of clay minerals such as montmorillonite. The technology of magnetized water was used in many fields such as agriculture, industry, and other sciences. In the present study, the influence of potable water treated by reverse osmosis and passing from magnetic fields of different intensities (500, 1000, 1500, and 2000 Gauss) on the chemical and swelling properties of expansive soil have been investigated in details. Based on the results of experimental tests, the magnetized water helps in mitigating the expansion potential of expansive soil. The liquid limit was reduced from 113 to 72% and the plastic limit was reduced from 55 to 22%, free swelling of the soil was reduced from 33.7 to 25.4%, and the uplift movement of soil was reduced from 21.66 to 14.25 mm. Also, the unconfined compressive strength of soil was increased from 26.36 to 49.49 kPa at a water content of 32% and from 120 to 224 kPa at a water content of 22% with increasing the intensity of the magnetic field with a small increase in the strain corresponding to the unconfined compressive strength at failure was noticed. The technology of magnetized water is one of the methods that can be resigned within the sustainable definition to be used in geotechnical engineering.

Laboratory and experimental tests in huge amount are required during engineering surveys for large and critical buildings and structures especially in complex geological conditions. The laboratory investigations are applicable in cases with no possibility for field tests. However, as a rule the results obtained from laboratory investigations (in particular compression tests) show conservative values of deformation modulus, which leads to underestimate of soil foundations load-carrying capacity, cost increase of foundations for buildings and structures as well as significant overrun of expensive construction materials. The paper shows laboratory tests results (compression and stabilometric) for unixial and triaxial compression of soil samples; results of field plate-load tests for vertical pressed load over natural soil massif. It also brings comparison of stress-strain properties obtained by results of compression, stabilometer and plate-load tests with derivation of regional correction factors for Nur-Sultan City (Kazakhstan). In case of using the recommended regional coefficients while determining the overall deformation modulus by laboratory tests, a significant economic effect is achieved as a result of cost reduction for materials and construction of foundations for buildings and structures.

The design of shallow foundations is performed in accordance with different building regulations depending on geotechnical and geological conditions. This paper involves the design calculations applying Kazakhstani and European approaches. The design of shallow foundations in Nur-Sultan city in Kazakhstan was implemented by the calculation of bearing capacity and elastic settlement in accordance with the design procedures provided in SP RK 5.01-102-2013: Foundations of buildings and structures, and Eurocode 7: Geotechnical design. The calculated results of bearing capacity and elastic settlement for two types of shallow foundations, such as pad foundation and strip foundation, adhering to Kazakhstani and European approaches are relatively comparable. However, the European approach provided higher values of bearing capacity and elastic settlement for the designed shallow foundation compared to the Kazakhstani approach. The difference in the results is explained by the application of different values of partial factors of safety for the determination of bearing capacity and different methods for the calculation of the elastic settlement of shallow foundations (i.e., elasticity theory and layer summation method).

The late year’s globalization of the world economic and social fields implies a development of unified, acknowledged foundations for integration. In the economic field, such foundations are the norms and standards which allow participants of the production process in different countries to speak the same technical language and to apply identical requirements for the products and services produced in different countries. The reform concept of the system of technical regulation in the construction industry was approved by the Government of the Republic of Kazakhstan, as well as in many other countries. The testing of piles according to the ASTM (USA) standard and the GOST (Kazakhstan) standard was discussed. The methods of testing piles by these standards have some differences. The Kazakhstan standard has not changed since 2012. By contrast, the ASTM standard has been updated and accounts for the latest technological developments and methodics of tests including different equipment. The paper includes recommendations on the future modernization of Kazakhstan standards for pile testing and installation. The most relevant issue today is to update the national standards, harmonizing with international standards.

At the present time, Astana city is going on works by construction public transport system light railway transport (LRT). The article considers the project of LRT on problematical soils of Astana. The foundation of bridge created from bored piles with cross-section diameter of 1.0–1.5 m and length of 8–55 m. Design bearing capacity of each bored piles are from 4500 to 9500 kN. This paper presented results of integrity test (by ASTM D6760-08) and static load tests (by GOST 5686-94) of bored piles. In those conditions it is very important cases to control the integrity of concrete body of each bored piles. For checking the integrity which applying a Cross-Hole Sonic Logging method. Currently the non-destructive testing method are a cross-hole sonic logging offers the most reliable technique for assessment the integrity of bored deep pile foundation on construction site. Integrity inspections performed after installation are often the most reasonable alternative available to assess the shaft quality. The results used for interpretation the data of real site. Finally, some recommendations are presented for testing methods suitable for problematical ground conditions of Kazakhstan.

This paper represents and analyses the experimental data for investigation of freezing and associated temperature and moisture variations in subgrade of “Almaty-Bishkek” highway (2013–2016). Experimental data regarding temperature and moisture have been obtained by special sensors which were installed in different depths of a vertical hole, drilled in a multilayer pavement and subgrade of the highway. Measuring of temperature has been performed according to the principle of thermal resistance variation, and measuring of moisture has been performed in accordance with the principle of dielectric permeability. It was stated that temperature in points of subgrade is varied only in an annual cycle in south-eastern region of Kazakhstan, daily cycles are not available. Amplitude temperature values are decreased with the depth increase and lag in time is increased for the graphs of temperature variation with the depth increase. The character of variation and maximal value of freezing depth can be different depending on the character of air temperature variation and possible interchanging of cold and warm periods in winter. The temperature can be decreased lower than 0 ℃ in the top part of subgrade in winter periods. In such a case, sharp decrease for quantity of liquid moisture occurs, i.e. part of moisture transforms into a solid condition (ice). Quantity of moisture becomes more after thawing than it was before freezing. The value of this accumulated moisture content is connected with the duration of frozen condition for the top part of subgrade and maximal freezing depth of a highway.

Before building the storm sewer networks the analysis of precipitation is very important. The issues of assessing the reliability of the information on the annual amounts of precipitation in the meteorological monitoring system of the KazHydroMet State Hydrometeorological Service of Kazakhstan are considered. An assessment is made of the homogeneity of the spatial correlation function, as the basis of the cartographic modeling of the statistical parameters of annual precipitation amounts. A special study aimed at studying the processes of cyclical fluctuations in the temporal variability of annual and summer precipitation amounts for stations representing all regions of the country. The data of daily precipitation of Kazakhstan in the period 1936-2017 were processed. When processing data, an open-source computer program R was used. The results will be useful for designers and researchers. A statistically significant increase in the maximum daily precipitation of 2–4 mm per 10 years was recorded at the Arkalyk, Aksay, Atyrau, Ushtobe, Bektauat and Karabalyk meteorological stations. At some stations in the Akmola and Pavlodar regions, as well as in the south and southeast of the republic, a statistically significant reduction of 2-6 days per 10 years was observed for the maximum duration of the period without precipitation.

The active fault in Osaka is known as Uemachi fault, which had been originally identified as geomorphological feature of the Osaka high terrace. However, the position of the fault line was corrected by geotechnical information during subway construction. Later another active fault was identified by the continuous characteristics of geological formation which was later identified by seismic study. Active fault lines in Almaty were identified based upon geomorphological feature and should be confirmed by underground information of boring data and seismic study. Osaka and Almaty did not take any consideration of the active fault in the city except strong ground motions. In these cities, structural effects from fault displacements should be considered to not only independent buildings but also such lifelines of infrastructures of freeways, subway, and electric power as well gas lines. Especially, Almaty is the most dangerous situation. Geotechnical engineers in Kazakh should initiate the study of active fault and provide the damage potential and as well as effective countermeasures to protect the 1.5 million citizens in Almaty and to create resilient city.

Due to the fact that in the winter period, which in the Northern regions of the Republic of Kazakhstan lasts up to 6 months, and in the Southern regions – up to 4 months, construction companies are forced to suspend construction and installation works on the foundations. As a result, the total duration of construction of facilities increases, which leads to additional financial expenses. Therefore, new technological solutions are needed for the construction of foundations in winter, to ensure the continuity of construction and installation work. The purpose of the study is to develop a formula of chemical reagents for thawing and protection from the freezing of seasonally frozen soil in places where pile foundations are driven in winter conditions. For the study, a three-component mixture of chemical reagents of the following composition, wt.%, was selected: quick lime (CaO) – 75, calcium chloride (CaCl) – 20, sodium chloride (NaCl) – 5. The choice of the specified composition is determined by taking into account their specific chemical properties and special reactions when interacting with water and frozen soil. The active components of quick lime (CaO) are converted to Ca(OH)2 when interacting with a wet environment or water. This process is accompanied by spontaneous heat release. In the course of the study, a new composition of a chemical reagent based on quick lime was developed for local thawing and protection from the freezing of seasonally frozen clay soil in the areas of driving pile foundations. This composition has advantages in terms of reducing energy costs for thawing seasonally frozen soil, since when interacting with water, the proposed chemical reagent spontaneously releases heat (t = 100oC) and does not cool down for a long time despite the negative ambient temperature of the air.

The design, construction, and maintenance of pile foundations are dependent on special weather conditions in Northern and Central part of Kazakhstan. The winter months in these areas are very long which starts from November to March and the air temperature usually reaches – 40-50°C. These circumstances lead to the seasonal freezing ground, special physical behavior of soil, physical properties of construction materials. The main problem of pile driving in winter is frozen ground which is difficult to excavate and driving. Moreover, the Static Load Tests for estimating the bearing capacity of pile foundations do not show accurate records in frozen soil. To solve the problems mentioned above, a special antifreeze composition has been developed and established its protective effect against soil freezing in winter. The implementation of the proposed method leads to a high productivity of driving reinforced concrete piles without the risk of their destruction. This eliminates the need for additional drilling works and more powerful and expensive rock drills, if the soil is protected from freezing. According to a special formula, the optimal mass of antifreeze is calculated, which allows protecting the soil without harming not only the soil, but also the structure of the concrete pile and the environment. During the static load test, piles driven into soil that had been covered with antifreeze has showed more accurate bearing capacity data. Scientific and experimental studies have established that antifreeze reduces the compressibility of frozen soil.

The article considers the project a new railway station on problematical soils of Astana, as well as light rail LRT Project. This article includes a summary of dynamic and static tests of driven and bored piles. Also, it is given the methodology for determining the bearing capacity of piles. As an example of these methods, the results of the dynamic, static and new PDA (Pile Dynamic Analyzer) test of teamwork and piles of soil carried out on the construction site “The new railway station in Astana” and Project light railway LRT (Light Railway Transport) planned to build in time for the World Expo in Astana EXPO-2017. This paper presented a short description of changes to the concept of Kazakhstan pile foundation design and to use PDA and DLT and SLT pile load tests. By georadar survey was funded the areas which reported a hard rock at a depth of 16 meters and other soil layers.