Drill Pile Research Articles

Pengujian Cone Penetration Test (SONDIR), di Gereja MRII Kota Ambon

Soil testing is very important in the development planning process, especially to assess the strength and stability of the soil as a foundation base. Improper soil conditions can result in structural damage to buildings. Therefore, soil testing is necessary to provide optimal foundation recommendations, ensuring the safety and sustainability of the building. This information is needed to provide recommendations for appropriate foundations, especially in the context of church construction which often has large and heavy structures. This research aims to evaluate the characteristics of the land around the MRII Church in Ambon City with a focus on the use of sondir technology. This activity covers the importance of a deep understanding of the physical properties of soil in the context of planning and construction of church buildings. The testing method involves the use of mechanical sondir to measure soil characteristics and map subsurface geological structures. Test results show significant variations in characteristics around the church location, with the possibility of rock layers or geological changes that have the potential to affect the construction of the church building and surrounding infrastructure. Based on factual data and sondir testing (CPT) in the field, a drilled pile type foundation is recommended. However, the recommended results can be changed or supplemented with other technical information/data considering that sondir testing cannot directly show the condition of soil layers. It is best to carry out further testing with Hand Boring, NSPT Drilling and laboratory testing to obtain more accurate soil conditions and supporting parameters.

Evaluation of Empirical Formulas to Estimate Axial Capacity of Bored Pile in West Java, Indonesia

Pile foundation is part of the substructure that plays an important role in carrying and supporting the load acting on it. Therefore, a proper foundation design by estimating the bearing capacity of pile foundation is needed to ensure the safety of the building foundation. To achieve better estimation of pile capacity, analysis of the axial bearing capacity should be verified by pile test results such as Static Loading Test or dynamic test with a Pile Driving Analyzer. Based on the pile test data, the values of the skin friction and end bearing resistance can be back calculated, and hence it can be used in the calculation of pile bearing capacity using empirical methods. In this study, bearing capacity analysis was performed for drilled pile foundations, which had been tested using Static Loading Test and Pile Driving Analyzer. The analysis was carried out by comparing the results of empirical calculations for each test pile with the results of field tests. The calculation results were then compared to the empirical adhesion factor (alpha) method, which is commonly used by practicing engineers in Indonesia, according to the methods proposed by Kulhawy (1984), Reese & Wright (1977), and Reese & O'Neil (1988). Based on the 104 test piles data, the results are more in good agreement with the adhesion factor proposed by Kulhawy (1984) with a correlation of undrained shear strength, cu of 8 NSPT, a correlation of unit skin friction for sandy soils of 2.2 NSPT, and a correlation of unit end bearing for sandy soils of 70 NSPT-ave.

РІЗНИЦЯ В РОБОТІ БУРОВИХ І ЗАБИВНИХ ПАЛЬ У СКЛАДІ СТРІЧКОВОГО ПАЛЬОВОГО ФУНДАМЕНТУ

A comparative analysis of the results of the mathematical modeling of the strip pile foundation from driven and bored piles with one-row and two-row arrangement of piles with different longitudinal steps and different lengths in different types of soil was performed.
 It was established that the degree of implementation of the load-bearing capacity of piles and grids as part of a strip pile foundation depends not only on the relative length and pitch of the piles, but also on the method of their arrangement. Taking into account the actual operation of piles and grids as part of the pile foundation allows to increase the load-bearing capacity of the pile foundation as a whole and, accordingly, to save material and labor resources during construction work.
 Based on the results of the study, the difference in the operation of drilled and driven piles in the strip pile foundation was established. The load-bearing capacity of a low grid as part of a strip pile foundation on bored piles is 1.5-2 times greater than in pile foundations made of driven piles. The degree of implementation of the load-bearing capacity of the pile as part of the pile foundation is significantly greater for foundations made of drilled piles compared to foundations made of driven piles. For foundations made of driven piles, at step 3d - 6d, the piles in the strip do not fully realize their load-bearing capacity. Drill pile groups increase their load-bearing capacity by working in a group, even with a minimum pitch.
 Since pile foundations from drilled piles significantly increase their bearing capacity due to the joint work of their elements under load in comparison with pile foundations from driven piles, taking into account this joint work, pile foundations from drilled piles become competitive with similar foundations from driven piles.

Comparison of the bearing capacities of a small-diameter bored pile obtained from the results of field tests and numerical modeling

Abstract. The paper compares the results of modeling static soil tests with a small-diameter drill pile with the data obtained from field tests. The calculations were performed by numerical modeling using the PC software "Plaxis", which is based on the finite element method. This problem was solved in a flat (2D) formulation for an axisymmetric model, which makes it possible to analyze the stress-strain state (SSS) and the interaction of elements of the pile-soil environment system.
 Separate computational models were created for two types of piles made using different technologies: a bored- CFA pile and a drilled pile with partial soil displacement. In order to take into account the preload history in order to maximize the models' approximation to real conditions, the calculations were performed in 4 stages in accordance with the construction sequence: Stage 1 - initial stage (determination of the initial stresses in the soil massif in the natural state), Stage 2 - excavation to the design mark of the pit bottom, Stage 3 - testing of the soils with a pile by static load. Stage 4 - pile unloading. Based on the results of the calculations, the SSS and the interaction of the elements of the "pile-soil environment" system have been analyzed and compared the settlement graphs obtained from the results of the calculations with the data of field tests.
 It is shown that the use of a plane axisymmetric FEM is a sufficiently effective approach for assessing the stress-strain state and understanding the interaction of elements of the pile-soil system, as well as predicting the bearing capacity of piles for further design of the pile foundation before obtaining the results of field tests. In addition, the labor intensity and time consumption of this approach are relatively low compared to other alternative methods.
 With appropriate experience in using this approach in different soil conditions with appropriate comparison with field test data, it can be applied in the feasibility study and final decisions on the choice of a particular type of foundation.

Numerical simulation of interaction bored pile and soil mass with taking into account the dilatancy of the soil

Pile testing is a necessary and mandatory process of construction buildings and structures erected on pile foundations. There is a need for a correct assessment of the interaction of the elements of the "foundation-pile" system for the reliable and effective design of pile foundations.
 The use of soil parameters provided in reports on engineering and geological investigations, without their clarification, leads to a significant discrepancy in the results of numerical modeling of the interaction of piles with the foundation and data from real observations of their settlement as a result of loads. Therefore, there is a need to identify the calculated parameters of the adopted soil model in order to match the simulation results with the results of experimental studies in a wide range of loads.
 In this paper, a model of ideal elastic-plastic behavior of the soil environment using the Mohr-Coulomb strength criterion was chosen to describe the interaction behavior of the elements of the "foundation-pile" system. When using this model, it is necessary to take into account a number of its inherent shortcomings, for example, not taking into account the change of the young`s modulus depending the change of the stress-strain state. Additionally, this work examines the influence of the dilatancy effect of sandy soil.
 At the initial stage of loads up to 15% of the total settlement of the pile (displacement resulting from potential pile failure), the value of the young`s modulus (E) makes a significant contribution to its operation. At the later stages of loading, significant plastic shear deformations occur in the soil, and accordingly, the leading parameters are the soil strength parameters, in this case, the specific cohesion (c) and the friction angle(φ). Since in this work the drill pile passes through sandy soil for a considerable length, it is also important to take into account the effect of soil dilatation(ψ).
 The results of a comparison field test of the bored pile with large-diameter and their numerical simulation of interaction with sandy soils are presented, and the calculation parameters of the soil environment model are identified in order to match the simulation results with experimental data at the corresponding specified loads.
 A convergence of up to 5% was achieved in a wide range of loads on the bored pile.

Comparison of Structure Design Between Bored Pile Foundations and Pile Foundations (Case Study: Industrial Worker I Batang Flower House Construction Project)

Field surveys and laboratories found dense soil layers up to a depth of 14 m, so an alternative to drilled pile or pile foundations was used. This study aims to compare the pile and drilled pile foundation plans with the same soil data, loads, and dimensions. Analysis by calculating the pile foundation plan compared to the drilled pile foundation so that the planning results are obtained, soil bearing capacity, pile group efficiency, number of piles and drilled piles, RAB (budget plan), and drilled pile plans. Compared to 50cm square piles and 40×40cm square piles, the bearing capacity of a single pile (Qult) is 44.5 tons, and the bored pile foundation is 54.72 tons. The pile resistance (f) is 38.79 tons for piles with a diameter of 40 x 40 cm and 38.79 tons for drilled piles with a diameter of 50 cm. One pile's allowable pressure-bearing capacity (Pa) is 14.48 tons, and one drilled pile is 17.48 tons. The permissible tensile strength (Pta) for one pile is 11.64 tons, and for one drilled pile is 14.46 tons. The pile foundation requires 263 piles, and the bored pile foundation requires 258 piles.

PERENCANAAN STRUKTUR GEDUNG 3 LANTAI ASRAMA MAHASISWA (RUSUNAWA) PUTRI II UNIVERSITAS PGRI SEMARANG MENGGUNAKAN METODE SRPMM (SISTEM RANGKA PEMIKUL MOMEN MENENGAH)

AbstractThe 3 Floor Student Dormitory Building (Rusunawa) daughter II University of PGRI Semarang was built in the 4th campus area of Universitas PGRI Semarang with a building area of 2119 m2. The building is planned based on the results of the Cone Penetration Test (CPT), it is known that the building is built on soil with soft soil conditions (SE site class). The calculation of the structure uses the SRPMM method (medium moment resisting frame system) which refers to SNI 1726-2019: Earthquake Resistance Planning Procedures for Building and Non-Building Structures. Meanwhile, non-earthquake loading can be adjusted to SNI 1727-2013: Minimum Load for Design of Buildings and Other Structures. The secondary structure is in the form of plates and stairs which are carried by the primary structure, namely beams, columns and shear walls. The lower structure consists of sloof and pile cap, with drill pile foundation. The main ingredient of the structure is reinforced concrete, with reference to SNI 2847- 2019: Requirements for Structural Concrete for Buildings and Explanations. In the requirements of the SRPMM method the structural components that are considered are columns, beams, beam-column relationships and plates. In this case the building structure can respond to earthquakes with seismic design categories (KDS) A, B, and C, without collapsing. The results of the calculation of the primary structure and the substructure of the building are applied in technical drawings consisting of architectural drawings, structural plans, and detailed reinforcement drawings.Keywords: building, medium moment resisting frame system, earthquake load.

PERBANDINGAN DAYA DUKUNG FONDASI TIANG BOR MENGGUNAKAN METODE REESE & WRIGHT DAN MEYERHOF

The Serang-Panimbang Toll Road Construction Project is one of the National Strategic Projects (PSN) with a total length of 83,677 km. The main bridge 18, which is one of the projects on the toll road section, has a drill pile foundation for its substructure. The drill pile foundation is a pile foundation that is installed by drilling the ground first, then filling it with reinforcement that has been assembled and cast in concrete. The foundation has a slope that is less than the permitted slope to support the load above it and is built to withstand both vertical and horizontal stresses. This study compared the Reese & Wright method with the Meyerhof method, two bearing capacity estimation techniques. The comparison aims to determine whether the outcomes of the two approaches utilized significantly differ from one another. The findings of the SPT test were used to conduct the analysis of bearing capacity. In this work, drill piles with a 1 m diameter and 15 m depth were used. According to the analysis's findings, the permit's bearing capacity using the Reese & Wright approach was 246.20 tons, however the permit's bearing capacity using the Meyerhof method was found to be 541.87 tons. For the Reese & Wright approach, the single drill pile decreased by 9,07 mm, and the group pile decreased by 25,7 mm; for the Meyerhof method, the single drill pile decreased by 9,17 mm, and the group pile decreased by 25,34 mm. Furthermore, it was found from both methods of calculating the bearing capacity that both stable static loads and dynamic loads work so that the foundation can be categorized (P max < Q single permit). The ratio of the bearing capacity of the single mast permit on the Reese & Wright method compared to the Meyerhof method is 0.478:1. Keywords: Bearing Capacity, Drilled Pile, Stability.

Designing a drilled pile foundation in a dual system structure

Drilled pile foundations that have been set in hard soil are generally used for buildings with shear walls. By nature, a drilled pile foundation can withstand moments because of the drilled pile’s dimensions and the amount of reinforcement installed. This study presents a structural analysis of a 10-story building supported by a dual system structure to meet earthquake requirements. The results show that, by using a dual system, the earthquake requirements (natural period, modal, story shear, story drift, and P-Delta) are met. Other results show that the base shear force of the shear wall has a value of 58.76% for the X-direction and 63.72% for the Y-direction. The base shear force value of the frame is 41.23% for the X-direction and 36.27% for the Y-direction. Therefore, the requirements of the dual system are met because the resisted base shear force of the frame is higher than 25%. The dual system provides a normal force value of 24.32% for the shear wall, while the frame carries 75.67%. The bearing capacity of the drilled pile with a safety factor = 2.5 is 162 tons for a diameter of 50 cm, 214 tons for a diameter of 60 cm, 340 tons for a diameter of 80 cm, 493 tons for a diameter of 100 cm, 672 tons for a diameter of 120 cm, and 993 tons for a diameter of 150 cm. The result of the pile driving analyzer test values for a 120 cm diameter range from 988 to 1,232 tons.

Research on Application Technology of Drilled Pile Construction in Karst Geology Encountering Caverns

Research on Application Technology of Drilled Pile Construction in Karst Geology Encountering Caverns

The Impact of Scour on Laterally Loaded Piles Bored and Socketed in Marine Clay

The majority of long-span bridges and offshore construction in deep water are supported by bored pile foundations. Pile foundations under water will be susceptible to scour, which will pose a significant danger to their safe operation. A three-dimensional finite element (FE) numerical analysis was conducted to examine the influence of scour on the responses of laterally loaded drilled piles in marine clays. First, the FE numerical model was calibrated using field test data of a drilled pile that did not include scour in soft marine clay. The findings of numerical modeling reveal that scour decreases the ultimate lateral capacity of socketed drilled piles, with the percentage of reduction being strongly related to scour types and depth, but moderately related to scour hole width and slope angle. Finally, a semi-empirical formula for calculating the effects of scour on the lateral capacity of socketed drilled piles following scour is presented. This method may be utilized fast and effectively to calculate scour’s effects.

ANALISIS EFEKTIFITAS DAN EFESIENSI PERBEDAAN PENAMPANG PONDASI TIANG YANG DIPANCANG PADA TANAH PASIR

The foundation is the lower part of the structure which functions to continue the load of the upper structure as a result of the forces that occur in the upper structure. The choice of foundation type is influenced by the location of the hard soil depth. The amount of bearing capacity is also influenced by the cross-sectional shape of the foundation. In this study, a pile foundation with square, triangular, and circular sections and a drill pile was compared to obtain a foundation alternative that was more effective with different sections in terms of strength with relatively the same cross-sectional area and more efficient in terms of implementation in the field and at a lower cost economical. This research took a case study on the Inna Sanur Beach Hotel Development Project with clay and sand conditions. The calculation of the carrying capacity of a single pile foundation is carried out by taking the calculation of the bearing capacity based on the SPT value and the sondir value. The maximum load received by the piles in the group is calculated so that it is not greater than the carrying capacity of a single pile. The pile foundation with square sections has the largest bearing capacity of the pile group and the drill pile has the smallest bearing capacity of the pile group. The maximum load control received by the pile group is smaller than the carrying capacity of a single pile foundation so that the structure is safe. In terms of implementation, the pile foundation is more efficient and more economical than the bored pile foundation.

ФУНКЦИОНАЛЬНО-СТРУКТУРНЫЕ СВЯЗИ В АРХИТЕКТУРЕ СОВРЕМЕННЫХ ПРОИЗВОДСТВЕННЫХ ЗДАНИЙ

today, up to 80% of buildings and structures are built on deep foundations, the main elements of which are concrete and reinforced concrete piles (hammered, bored and piles made according to CFA technology). Since the beginning of the mass use of drilling piles (the 60s of the last century), there is still a problem of ensuring the reliability of foundations, due to the fact that the process of installing piles is hidden from observation, and unacceptable defects may form in the pile trunks, which reduce the bearing capacity of piles and can lead the structure to an emergency condition. Pile construction technologies are constantly being improved, however, it is still not possible to avoid the appearance of defects in pile trunks because there are quite a lot of reasons for the formation of defects that it is not always possible to foresee and take into account. That is why, during the construction of deep foundations, output monitoring of the technical condition of drill pile shafts should be provided, which cannot be performed without the use of non-destructive diagnostic methods. The use of these methods and means, which implements them, should be mandatory to ensure the reliability and safety of the operation of buildings and structures and today is already provided for by numerous standards and regulatory documents. Currently, acoustic methods are mainly used for diagnostics, namely: single- and multi-channel acoustic logging; pulse Echo method with shock excitation of elastic waves (hereinafter referred to as the method of vibration-shock diagnostics). It should be noted that in the case of using high deformation to excite elastic waves, at which the impact energy on the end of the pile reaches the limit of proportionality, an assessment of the bearing capacity of experimental piles is given, and the low technique is used exclusively for diagnosing pile trunks. For a long time, these methods could not be widely implemented in the field. Their capabilities have increased significantly after the development of digital signal processing methods

Efficiency Analysis of Foundation System

The increasing number of residents in South Tangerang has an impact on increasing the need for lower housing. The development of vertical housing with the market name of flats, apartments and is the most effective anticipatory solution to overcome land prices which result in market limitations, especially for the upper middle class. This 32-storey apartment project uses a combined foundation system between drill pile foundation & raft foundation. With the combination of these two very massive systems, of course, it will have a very expensive cost to implement and take a long time to complete. In order to avoid cost overruns, the foundation design must look at the possibilities. To determine the efficiency of the combined system foundation design between pile bored foundation & raft foundation, the researchers analyzed the value of the bearing capacity and also the settlement that occurred in the existing foundation using the Poulos method, the equivalent Raft method and the Vesic method. From the results of the study, it was found that the contribution of the pile foundation bearing capacity was 24.10%. the placement of the raft foundation is 75.90% and the settlement analysis using the Poulos 8.95cm method, the 12.41cm Equivalent Raft method and the Vesic 12.1cm method, these three results are close to the maximum settlement limit.

Evaluasi Keutuhan Borepile Metode Crosshole Sonic Logging (CSL) Pembangunan Jembatan Pulau Balang II

The problem that occurs in the Balang II Island Bridge construction project in East Kalimantan Province is the blockage of concrete flowing through the tremi pipe when casting the borepile foundation at sea. A considerable distance from the initial location of the tremi pipe (on land) to the endpoint of casting requires a fairly long tremi pipe. This blockage causes the concrete to flow imperfectly. There are many speculations about the cause of this problem, including leaks in the tremi pipe and the uniformity of the concrete mix. Based on these problems to prevent the failure of the foundation structure, an integrity test will be carried out on non-destructive piles. The integrity test to be carried out is in the form of a Crosshole Sonic Logging Test (CSL). The results of the CSL test on pylon P1 show that of the 17 borepile piles tested 2 piles have abnormalities, namely the P1-64 pile with the P/D category on the whole cross-section and the P1-52 P/F category on some sections (± 40%). Overall it can be concluded that the integrity of the drill pile on pylon P1 is still quite safe.

The Wall Behaviour in the Contiguous Drilled Piles Reinforced by Anchors in 3D the “case study” of Ain-Naadja Metro Station–(Algiers)

Soil reinforcement includes a set of techniques in order to improve its mechanical or physical properties, by the establishment of inclusions working on traction, compression or bending. Among these techniques are nailing, tie rods, micro piles, bored piles, ballasted columns. Slope stability can be improved with different ways using soil improvement techniques or by installing supporting structures such as retaining walls or piles. The first solution leads to the reduction of forces that cause sliding; the other solutions generally lead to the increase of resistance forces. The present work is concerned with the sensitivity of the deformations of contiguous drilled pile walls reinforced by tie rods associated with the models of soil behaviour. The analysis is done on the metro station of Algiers Line 1, Extension C-Hai el Badr-Ain-Naadja (station of Ain-Naadja). The obtained results by a numerical simulation in 3D, deformations at the level of the piles or displacements, as well as the efforts of extensions at the level of the tie rods are compared with the measurements in situ taken in very particular points either at the level of the tie rods or by inclinometers at the level of the piles.

Operation mode and heat performance of energy drilled piles

Energy pile takes a full use of shallow geothermal, the heat exchanger is buried in the foundation extract the ground heat source for heating and cooling of the upper building. Firstly, the geothermal potential of the region is calculated. Then, the heat transfer efficiency of pile foundation under different operation conditions is tested by field test. Finally, the numerical simulation software is used to analyze and compare the field measured results with the numerical simulation results to simulate the heat transfer efficiency of the heat exchange pile under different operation modes. The results shows the heat transfer efficiency of the double U connected tubes is suitbable used in drilled pile, and the heat transfer capacity of the energy piles does not decrease significantly during a year operation mode and even long.

Analisis Stabilitas Lereng Menggunakan Model Numerik 3 Dimensi Studi Kasus Lereng Sekolah Terpadu di Kecamatan Jonggol Bogor

Slope is the surface of the earth that forms an inclination angle, that it has the potential for landslides. Landslide will be occurred by several factors, such as steep slopes, large loads, high rain intensity, poor drainage systems, high ground water levels and others. Therefore, slope stability analysis is needed to ensured that the slopes are safe from landslides potential which injured many people. As for the prevention and handling of landslides that can be done, such as changing the geometry of the slopes, improving the drainage system, providing slope reinforcement such as gabions, retaining walls, poles and others. This study aims to determine the effect of water level on the stability of the existing slope and which has been reinforced by bored piles using a 3-dimensional numerical model. The case study reviewed is the slope in the Integrated School in Bendungan Village, Jonggol District, Bogor Regency. The results of the analysis show that in the existing conditions with a normal water level, the value of the safety factor (SF) is 1.16, and when the water level is critical, the SF value is 1.14. Whereas in slope conditions with the reinforcement of the bored pile, the analysis results show that the SF value with normal water level is 2.33 and when the water level is critical is 1.58. The results of the analysis with the reinforcement of the drill pile show that the SF value is more than 1.5 so that the slope is safe from landslide based on SNI 8460 of 2017.

ВИЗНАЧЕННЯ НЕСУЧОЇ ЗДАТНОСТІ БУРОВИХ ПАЛЬ З ВРАХУВАННЯМ КОЕФІЦІЄНТУ ПОРИСТОСТІ ҐРУНТІВ

The influence of the coefficient of porosity of sandy soils on the bearing capacity of drilling piles according to the results of their static tests in field conditions is analyzed. Piles of different lengths were tested. The pile lengths are in the range of 2 to 12.0 m. The diameter of the pile trunk is in the range of 0.4 m to 0.83 m. The load, which can be sustained by a specific drilling pile, was determined when the settling limit s = 40 mm. It is established that the method of determining the bearing capacity adopted in the applicable standards corresponds to sandy soils with a high porosity coefficient, therefore, at low porosity coefficients, the real bearing capacity exceeds the one determined by the standards. A table is proposed to determine the specific soil resistance on the lateral surface of the pile, taking into account the porosity coefficient. To solve this problem, we used the geotechnical software complex Plaxis 3D Foundation, which simulated the stress-strain state of the drill pile in sands of different size and density. 14 types of sandy soils were modeled with a change in the porosity ratio from 0.45 to 0.75. The results of the calculations using the proposed table are compared with the results of static testing of drilling piles. The results showed better compliance with the test data compared to the norm methodology.

ANALISA PENURUNAN RAFT-PILED FOUNDATIONAREA BOGIE WAREHOUSE PROYEK JAKARTA LRT SECTION DEPOT

The foundation of the raft post is the bottom structure of a building that channeled the load from the structure over the soil under it. Carrying capacity of drill pile foundation is influenced by the capacity of the pole tipand bearing capacity of the pole blanket. The decline in this area can be an immediate decline and a decrease in consolidation. This study aims to analyze the decrease of raft poles and the proportion of load bearing in the bogie area of the Kelapa Gading LRT warehouse depot - Jakarta. From the analysis of theNSPT test results in the field, the ultimate carrying capacity and the decrease that occurred on the raft poles were obtained. Based on the results of calculation of the ultimate carrying capacity of a single drill pole of 1.1 x 104 kN and the carrying capacity of the group is 1.1 x 108 kN. Calculation of group efficiency with the Feld method is obtained at a value of 0.588. In the calculation of the immediate decline of the pole, a value of 5 cm is obtained and a decrease in consolidation of 7 cm. From the calculation of the proportion of raft poleload bearing the value of Pr = 6 x 10-6 is obtained, which means that load bearing can be said to be dominated by rafts.