Precast Concrete Piles Research Articles

Optimization of precast piles

The precast foundations of concrete are deep piles driven in situ with a high-quality concrete, due to its regularized and controlled production at factories. This concrete can be reinforced or prestressed so it can resist flexure, traction and shear force within the soil, and even during the transport and handling. The precast pile to be treated in this current study is the centrifuged pile, which has a circular hollow section. This type of piles has a high-quality concrete, less self-weight, cheap cost of machinery (pile driver) and dispensable digging. Under the eyes of sustainability, nowadays people concern a lot about the reduction of construction supplies, avoiding the excessive waste of those. The objective of this research is to optimize the calculus of precast concrete piles sizing with circular hollow section to minimize the involved components, consequently reducing the final cost of the item. In the optimization problem, the project variables are the diameter, the thickness and the length of the piles, the objection function is the volume, and the project constraints are defined by the ABNT norms. Therefore, in order to optimize, it’s needed to evaluate the bearing loads, and the soil and pile structure resistance, searching for an optimal cost, ensuring the safety of the construction with less consumption of steel and concrete, attending to the project constraints. Thus, will be used the Excel’s function SOLVER, allied with the semiempirical methods described by Aoki-Velloso (1975) and Décourt-Quaresma (1978) to obtain optimal project values.

Experimental Study on the Flexural Behavior of Connected Precast Concrete Square Piles

Part of deep foundation pit support engineering needs to select connected precast concrete square piles (CPCSPs). Under the premise that the quality of precast concrete square piles (PCSPs) meets engineering requirements, the quality of CPCSPs becomes the key factor to ensure the safety of foundation pit support structures. This paper puts forward a new connection technology of CPCSPs and carries out the flexural behavior experiment of unconnected precast concrete square piles (UPCSPs) and CPCSPs. The distribution of crack and strain on different surfaces of UPCSPs and CPCSPs are measured by carbon fiber composite strain sense optical cables, glass fiber composite strain sense optical cables, and fixed-point polyurethane strain sense optical cables. The anti-crack load, ultimate load, bending moment, and flexural deformation of UPCSPs and CPCSPs are measured. The experimental results of UPCSPs and CPCSPs are compared. The results show that the anti-crack strength of CPCSPs is greatly increased while the flexural deformation of CPCSPs is decreased before the occurrence of crack. With the development of crack (failure stage), the outside areas of hoop steel plate exhibit cracks. At this moment, the strength of CPCSPs is no longer controlled by the strength of middle areas. The ultimate strength of CPCSPs is basically equivalent to that of UPCSPs. The ultimate bending moment of CPCSPs is higher than its design value (about 66%∼76%). The selection of CPCSPs in the design of foundation pit support has good reliability.

Plane Strain Simplified Analysis of Consolidation of a Foundation Penetrated by Concrete-Cored Gravel Columns

The consolidation solutions of the foundation penetrated by the concrete-cored gravel (CCG) columns have been proposed based on a single-column model under the axisymmetric condition. A CCG column consists of a precast concrete pile inserted at the center of sand or gravel materials. Numerical modeling is commonly adopted for multicolumn field applications. Converting the axisymmetric unit cell into the plane strain model saves computation load and numerical simulation time. This study proposed a plane strain conversion method for the foundation penetrated by CCG columns. The plane strain conversion goes through a geometric transformation, stiffness equivalence, and consolidation equivalence. The consolidation equivalence is conducted by equating the consolidation degree at any depth of the plane strain model to that of the axisymmetric model. The penetration effect of the converted inner wall is used to modify the equal strain assumption of the plane strain model. The validity of the proposed method is examined by comparing it with 3D numerical simulation results and the field data from an embankment case history. The comparison reveals that the proposed plane strain conversion method enables the numerical simulation of the CCG column-reinforced foundation to be handled easily and largely saves the computation resources.

Analytical Solution for Consolidation Behaviors of Combined Composite Foundation Reinforced with Penetrated PCCSs and Floating DM Columns

As the composite pile, the precast concrete piles reinforced with cement-treated soil (PCCS) is formed by driving the precast cement (PC) pile into the deep mixing (DM) column, which has been successfully and widely utilized to support buildings and embankments over soft soil. To increase the pile spacing and give full play to the economic merits of the PCCS, a reinforcement scheme, which involves the combined use of rigid piles and flexible columns, employing penetrated PCCSs and floating DM columns is proposed and utilized for soft soil ground treatment. However, there is a lack of feasible method for consolidation behaviors of this combined composite foundation (CCF) reinforced with penetrated PCCSs and floating DM columns under flexible loads. This paper developed an analytical solution to predict the average consolidation degree of this CCF based on a cylinder consolidation model and double-layer ground consolidation theory. The excess pore pressure and average consolidation degree were calculated by considering the composite pile penetration into the cushion. The analytical method agrees well with results obtained by numerical analysis. Additionally, a parametric study was conducted systematically to analyze the effect of key influence factors on the average consolidation degree of this CCF. The results indicate that the consolidation rate of this CCF can be much faster than that of the natural ground. The consolidation rate strongly depends on the compressive modulus and area replacement ratio of PCCSs. The increasing inner core-outer core modulus ratio and the inner core-subsoil modulus ratio increase the consolidation rate of this CCF. In addition, the consolidation rate increases with the gravel cushion-subsoil modulus ratio, while it decreases with the loading period.

Consolidation calculation of a foundation partially penetrated by concrete‐cored gravel (CCG) columns

AbstractA concrete‐cored gravel (CCG) column is composed of a precast concrete pile inserted at the center of sand or gravel materials. This technique has been experimentally adopted to support the soft soils in China. However, there has been limited investigation on the consolidation characteristics of a CCG column improved foundation under embankment loading. This study develops analytical solutions for the consolidation of a composite foundation partially penetrated by the CCG columns. The rigid pile's upward and downward piercing effects were considered to improve CCG column‐soil equal strain relationship. The partially penetrated consolidation problem was addressed by assuming the seepages in the unpenetrated layers to be vertical or horizontal and vertical combined. A simplified approximate method was also provided, enabling the users to quickly evaluate the consolidation process of a foundation partially penetrated by the CCG columns. The proposed solution was applied to a case history of an anti‐flood embankment on soft soil with partially‐penetrated CCG columns, and a good agreement was found between predictions and the field measurements.

Comparative Study of the Use of Hydraulic Pile Driver and Crane Mounted Drop Hammer in the Piling of Precast Prestressed Concrete Piles for Building Foundations in Kubu Raya Regency

Most of the soil conditions in Kubu Raya Regency are soft and peat soil with low carrying capacity and the potential for foundation subsidence, especially in high-rise buildings. Using a Hydraulic Static Pile Driver with a capacity of 120 tons and a Crane Mounted Drop Hammer with a capacity of 35 tons is an alternative to driving deep foundations on soft/peat soils. The purpose of this study was to conduct a comparative study of productivity, costs, risk aspects, occupational safety and health and environmental impacts of the two tools in the work of 30x30 cm precast concrete piles on the foundations of high-rise buildings in Kubu Raya Regency.

Comparative Study of the Use of Hydraulic Pile Driver and Crane Mounted Drop Hammer in the Piling of Precast Prestressed Concrete Piles for Building Foundations in Kubu Raya Regency

Most of the soil conditions in Kubu Raya Regency are soft and peat soil with low carrying capacity and the potential for foundation subsidence, especially in high-rise buildings. Using a Hydraulic Static Pile Driver with a capacity of 120 tons and a Crane Mounted Drop Hammer with a capacity of 35 tons is an alternative to driving deep foundations on soft/peat soils. The purpose of this study was to conduct a comparative study of productivity, costs, risk aspects, occupational safety and health and environmental impacts of the two tools in the work of 30x30 cm precast concrete piles on the foundations of high-rise buildings in Kubu Raya Regency.

GFRP composite bars for splicing prestressed precast concrete piles: Design and experimental investigation

Glass Fiber Reinforced Polymer (GFRP) composite bars were investigated in this study as a corrosion-resistant dowel for splicing prestressed precast concrete piles (PPCPs). In addition to their durability and good mechanical performance, GFRP bars show cost advantage when compared to other corrosion-resistant material. Using available design guides for FRP-reinforced concrete sections, a typical epoxy bonded dowel splice using GFRP bars was designed for an 18 × 18 in (457 × 457 mm) PPCP. In order to validate the adopted design procedure and to investigate the effectiveness of GFRP reinforcing bars as bonded dowels for pile splice design, 10 full-scale PPCP specimens of 18 × 18 in (457 × 457 mm) cross-section with a total length of 28 ft (8.5 m) were designed, fabricated, and tested at the Florida Department of Transportation (FDOT) Structures Research Center. In these specimens, three different materials for dowels; GFRP reinforcing bars, Carbon Fiber Reinforced Polymer (CFRP) strand, and traditional carbon-steel reinforcing bars were used in combination with CFRP and steel prestressing strands for PPCPs for both unforeseen and preplanned drivable splicing cases. The focus of this study was on the flexural performance at the splice. The experimental results show that the proposed epoxy GFRP dowel pile splice can match the required design flexural resistance for a preplanned PPCP carbon-steel pile splice. The laboratory tests performed in this research validates the new design procedure for the GFRP dowel splice. The design flexural resistance for the GFRP dowel splice calculated by the new procedure provides 68 % of 245 kip-ft (332.2 kNm), the flexural resistance required by the FDOT design specifications for mechanical preplanned splices. This research will help to improve the standard designs and construction specifications.

Flexural Test and Numerical Simulation of a New Combination Splice for Prestressed, Precast Concrete Piles Using High-Strength Steel Strands

Prestressed, precast concrete piles using High-Strength Steel Strands (PPCPs using HSSS) are a new type of precast pile. Compared with prestressed high-strength concrete (PHC) piles, the adoption of ultra-high-strength concrete and HSSS not only improves the load-bearing capacity, but also enhances the ductility of precast piles. The engineering application of PPCPs using HSSS requires not only a high bearing capacity of the pile segments, but also reliable splicing to ensure cooperation between pile segments. Based on the characteristics of strand anchorage plates, this paper proposes a new combination splice using the clamp ring and welding (Combination Splice). The theoretical analysis and design method of this Combination Splice is introduced. This research gives a thorough investigation into the flexural performance of PPCPs using HSSS with the Combination Splice. The flexural tests of PPCPs using HSSS with the Combination Splice were firstly conducted on eight full-scale pile specimens with three different pile diameters and four different steel reinforcement ratios. The flexural performances are evaluated in terms of crack resistance, flexural capacities, crack distribution, as well as strain development. The results indicate that the Combination Splice remain safe and intact when the piles reach the ultimate bending capacity. The ultimate bending moment of tested specimens with the Combination Splice is, on average, 10% larger than that of specimens using a theoretical formula. In light of the experimental data, a finite element analysis (FEA) model has been created to simulate the flexural performance of the piles with the Combination Splice. The FEA results show that the load–displacement curves and crack distribution regions are in good agreement with the experimental findings, which verifies the reliability and accuracy of the FEA model. The parameter analysis investigates the effects of the assembly gap and clamp ring corrosion on the flexural performance of PPCPs using HSSS. The results show that assembly gaps have a greater influence on the flexural capacity and deformation, while the influence of the clamp ring corrosion is negligible, indicating that the Combination Splice has certain advantages in terms of durability.

Thermal performance analysis and assessment of PCM backfilled precast high-strength concrete energy pile under heating and cooling modes of building

Thermal behavior of the precast high-strength concrete (PHC) energy pile with phase change material backfill (PCMB) has been rarely reported. In this study, a three-dimensional heat transfer model of a PHC energy pile with PCMB was developed to investigate the thermal response of PCMB-PHC energy pile under heating and cooling modes of building. Moreover, the effects of different PCMB properties on heat extraction and injection performances of PCMB-PHC energy pile were comprehensively evaluated using Taguchi-Grey relational analysis (Taguchi-GRA) method. The results indicate that increasing the PCMB thermal conductivity facilitates an enhancement in the heat transfer capacity of PCMB-PHC energy pile, and the total exchanged energy can be improved by 258.8 % (heating mode) and 256.8 % (cooling mode) as the PCMB thermal conductivity increases by 1 W/(m K). Increasing and decreasing the PCMB melting temperature of 4 ℃, the heat transfer capacity of PCMB-PHC energy pile rises by 19.3 % and 14.2 % under heating and cooling modes. In terms of PCMB latent heat, the heat transfer capacity of PCMB-PHC energy pile can be enhanced by 17.7 % (heating mode) and 12.6 % (cooling mode) with a 200 kJ/kg increase in PCMB latent heat. Furthermore, higher melting temperature (heating mode), lower melting temperature (cooling mode), and larger latent heat of PCMB can alleviate the fluctuation amplitude of soil temperature around the PCMB-PHC energy pile. Based on the Taguchi-GRA method, PCMB thermal conductivity (occupies 94.36 % and 93.75 % contribution percentages) is the most significant factor to affect the heat extraction and injection capacities of PCMB-PHC energy pile under heating and cooling modes, followed by PCMB melting temperature and latent heat. The results are useful for the performance optimization of PCMB-PHC energy pile in practical applications.

A modified equal-strain solution for consolidation behavior of composite foundation reinforced by precast concrete piles improved with cement-treated soil

To effectively mobilize concrete strength, a newly developed composite pile, the so-called “Precast Concrete Piles Reinforced with Cement-treated soil (PCCS)”, has been used to improve the bearing capacity of soft ground. However, there are limited studies on the consolidation behavior of the PCCS in soft ground. This paper proposes an analytical solution for the consolidation of the composite ground reinforced by PCCSs based on a modified equal strain assumption. This composite ground is simplified as a double-layered consolidation ground according to the geometrical configuration of the PCCS. Subsequently, the analytical expression of the average consolidation degree is derived by considering the pile pierced into the gravel cushion and the additional stress that varies with time and depth. The accuracy of the proposed solution for consolidation is compared and validated by numerical analysis and current calculation methods. Furthermore, a parametric analysis is conducted to systematically investigate the influence factors of replacement ratio, core length ratio, modulus ratio of inner core-soil, modulus ratio of inner-outer core, modulus ratio of cushion-soil, permeability coefficient ratio and loading period on the consolidation behaviors of PCCSs reinforced ground. The proposed solution provides a theoretical guideline available for calculating the long-term settlements of such composite piled foundation.

Experimental study and statistical analysis of lean iron ore concrete with high impact resistance

ABSTRACT Impact tests were conducted using a specially made drop hammer impact device on concrete specimens (C60–C90) containing lean iron ore from mine waste as coarse aggregate to realize enhanced impact resistance in applications such as pile driving. Impact resistance tests were also conducted on equivalent conventional limestone concrete specimens for comparison. The statistical analysis results show that the number of impacts at the initial and final cracking of lean iron ore concrete conformed to the Weibull distribution of the strength grade. The impact resistance of lean iron ore concrete was ~0.65–2.03 times greater than that of conventional limestone concrete. In this study, as the impact fracture energies of the C80 and C90 specimens were the maximum and the damage to the lean iron ore aggregate was obvious, the properties of the lean iron ore were completely utilized. Consequently, a linear relationship between the failure resistance of lean iron ore concrete and its strength grade was identified. Finally, the use of lean iron ore as a coarse aggregate in concrete was shown to effectively reduce the probability of the precast concrete pile head bursting during driving.

Study Of Productivity And Costs On The Implementation Method Of Foundation Work Using Precast Concrete Pile As A Substitute To The Use Of Wooden Pile Foundations In Low Rise Building (Housing)

The soil condition in Pontianak City is mostly soft soil and peat soil which causes the low bearing capacity of the soil. Various efforts have been made to increase the bearing capacity of the soil, such as the use of wooden pile (kayu cerucuk). With the limited availability of wooden pile, the use of precast piles is an alternative in increasing the bearing capacity of the soil on the foundations of buildings/housings in Pontianak City. The purpose of this study is to compare the productivity and costs of using a wooden pile foundation measuring 12/15 cm with a length of 9-12 M against the use of a square precast concrete pile foundation measuring 15x15 cm2 with a segment length of 3-4 M at a depth of 12-20 M and a size of 12-20 M. 20x20 cm2 with a segment length of 6 M at a depth of 12-18 M in low-rise buildings in Pontianak City. From the results of the study, it is known that the productivity and average cost of piling per M' in a 2-storey shophouse building with an alternative foundation using 12/15 cm cerucuk piles is 22.3 seconds/m' at a cost of Rp. 17,306.24, precast piles square 15 x 15 cm2 of 111.5 seconds/m' at a cost of Rp. 144,274,439 and precast square piles of 20 x 20 cm2 of 125.7 seconds/m' at a cost of Rp. 291,338,955. In a type 150 house building with an alternative foundation using 12/15 cm wooden piles of 18.05 seconds/m' at a cost of Rp. 17,185.58, precast square piles of 15 x 15 cm2 of 104.67 seconds/m at a cost of Rp. 143,890.04 and 20 x 20 cm2 square precast piles of 94.66 seconds/m' with a cost of Rp. 289,724.234. The cost of foundation work with alternative foundations using precast square piles of 15 x 15 cm2 is the most efficient both from the aspect of driving costs, overall costs and the cost of the unit load carried by the foundation

Study Of Productivity And Costs On The Implementation Method Of Foundation Work Using Precast Concrete Pile As A Substitute To The Use Of Wooden Pile Foundations In Low Rise Building (Housing)

The soil condition in Pontianak City is mostly soft soil and peat soil which causes the low bearing capacity of the soil. Various efforts have been made to increase the bearing capacity of the soil, such as the use of wooden pile (kayu cerucuk). With the limited availability of wooden pile, the use of precast piles is an alternative in increasing the bearing capacity of the soil on the foundations of buildings/housings in Pontianak City. The purpose of this study is to compare the productivity and costs of using a wooden pile foundation measuring 12/15 cm with a length of 9-12 M against the use of a square precast concrete pile foundation measuring 15x15 cm2 with a segment length of 3-4 M at a depth of 12-20 M and a size of 12-20 M. 20x20 cm2 with a segment length of 6 M at a depth of 12-18 M in low-rise buildings in Pontianak City. From the results of the study, it is known that the productivity and average cost of piling per M' in a 2-storey shophouse building with an alternative foundation using 12/15 cm cerucuk piles is 22.3 seconds/m' at a cost of Rp. 17,306.24, precast piles square 15 x 15 cm2 of 111.5 seconds/m' at a cost of Rp. 144,274,439 and precast square piles of 20 x 20 cm2 of 125.7 seconds/m' at a cost of Rp. 291,338,955. In a type 150 house building with an alternative foundation using 12/15 cm wooden piles of 18.05 seconds/m' at a cost of Rp. 17,185.58, precast square piles of 15 x 15 cm2 of 104.67 seconds/m at a cost of Rp. 143,890.04 and 20 x 20 cm2 square precast piles of 94.66 seconds/m' with a cost of Rp. 289,724.234. The cost of foundation work with alternative foundations using precast square piles of 15 x 15 cm2 is the most efficient both from the aspect of driving costs, overall costs and the cost of the unit load carried by the foundation

FRP sheet/jacket system as an alternative method for splicing prestressed-precast concrete piles

Prestressed precast concrete pile (PPCP) is the most common type of pile currently practiced for establishing bridge foundations because it provides for a rapid, economical, and durable method of construction. For various reasons, including unpredictable soil conditions and shipping as well as transportation limitations, it is preferable or imperative to cast PPCPs with shorter lengths and connect them at the site to achieve longer lengths. Accordingly, various splice systems have been implemented over the decades for connecting PPCPs. However, current splice methods have shortcomings that have limited their applications. This study briefly reviews the limitations of the existing pile splices and introduces a novel method for splicing prestressed precast concrete piles. The proposed splice system utilizes Fiber Reinforced Polymer (FRP) sheets to provide the required strength. The performance of the proposed splice system in developing the required capacity has been investigated according to both ACI 318–14 and FDOT Standard Design Specifications. To demonstrate the effectiveness and constructability of the proposed system, the proposed splice has been designed for an 18-inch (457 mm) square PPCP according to a procedure consistent with ACI 440.2R-17. The results show that this system is effective and can meet all the requirements set forward by the design specifications. The major contribution of this study is the development of a new splicing method that is applicable to both unforeseen and preplanned situations, and offers an economical, corrosion-resistant, and rapid alternative advantageous to other available splicing methods. The new splice is especially valuable for unforeseen conditions where other splice systems fail to provide the required capacity. As important as its novelty, the proposed splice can be designed according to well-established and validated design codes making the need for experimental verification trivial.

Analysis of the heat exchange performance of PHC energy pile under cooling condition

To investigate the influence sequence of different factors on the heat exchange performance of precast high-strength concrete （PHC） energy pile， a three-dimensional numerical simulation model of PHC energy pile was established and the effects of various thermal conductivities of grout backfill material， inlet temperatures of heat exchange pipe， thermal conductivities and backfill diameters of PHC pile on the heat exchange performance of PHC energy pile were analyzed. The results show that the heat exchange amount of PHC energy pile increases with the increase of the thermal conductivity of grout backfill material. In the cooling condition， increasing the inlet temperature of heat exchange pipe is beneficial to improving the heat exchange amount of PHC energy pile. Increase of thermal conductivity of PHC pile can enhance the heat exchange behavior of PHC energy pile. Moreover， the heat exchange amount of PHC energy pile gradually increases with increasing backfill diameter of PHC pile. On this basis， the Taguchi method was used to analyze the influence sequence of four different factors on the heat exchange performance of PHC energy pile. The impact of the inlet temperature of heat exchange pipe is the greatest， followed by the thermal conductivity of grout backfill material and backfill diameter of PHC pile， and the impact of thermal conductivity of PHC pile is the least. The results can provide a technical support and guidance for the design and application of the PHC energy piles in practical engineering. <fig fig-type="abstract-image" id="F1" orientation="portrait" position="float"><graphic xmlns:xlink="http://www.w3.org/1999/xlink" xlink:href="SP.J.1249-2022-39-1-51/A363044C-8B03-42d6-B755-DE9E707AD29F-F001.jpg"/></fig>

Traceability of Precast Concrete Piles Using QR Codes from Manufacture to Construction

Traceability of Precast Concrete Piles Using QR Codes from Manufacture to Construction

Influence of backfilling phase change material on thermal performance of precast high-strength concrete energy pile

The use of phase change materials (PCMs) within the precast high-strength concrete (PHC) energy pile is relatively rare. A study concerning the thermal performance of the PHC energy pile backfilled with PCMs were performed to compare with conventional backfill materials. Field tests of the PHC energy pile were conducted. Then, different types of heat transfer numerical models for the PHC energy pile backfilled with water, ordinary grout, and PCMs were established, and the validities of models were confirmed by the field test data and other published studies. The following results are obtained from this study: (1) the thermal performances of the PHC energy pile backfilled with ordinary grout and PCM-type backfill materials (i.e., PCM, enhanced-PCM, and enhanced-PCM-1) are significantly greater than that backfilled with water under continuous operation; (2) intermittent operation has a larger influence on the heat exchange rate of PCM-type backfilled PHC energy pile than ordinary grout backfill material, and enhanced-PCM and enhanced-PCM-1 backfill materials generate higher heat exchange rates for the PHC energy pile than the ordinary grout under intermittent operation; (3) enhancements in the thermal properties of PCMs and intermittent operation both are important to improve the heat transfer performance of the PHC energy pile backfilled with PCMs, and the lower melting temperature of PCMs helps to enhance the thermal performance of PCM-type backfilled PHC energy pile in the cooling mode; and (4) under higher velocity of groundwater flow, ordinary grout backfill material is more suitable for the PHC energy pile compared with PCM-type backfill materials.

Estimating CPT Parameters at Unsampled Locations Based on Kriging Interpolation Method

The cone penetrometer test (CPT) has been widely used in geotechnical investigations. However, how to use the limited CPT data to reasonably predict the soil parameters of the unsampled regions remains a challenge. In the present study, we adopted the Kriging method to obtain the CPT data of an unsampled location in Adelaide, South Australia, based on the collected CPT data from six soundings around this location. Interpolation results showed that the trend of the estimated parameters is consistent with the trend of parameters of the surrounding points. From the Kriging interpolation result, we further carried out axial bearing capacity calculation of a precast concrete pile using the CPT-based direct method to verify the reliability of the method. The calculated bearing capacity of the pile is 99.6 kN which is very close to the true value of 102.8 kN. Our results demonstrated the effectiveness of the Kriging method in considering the soil spatial variability and predicting soil parameters, which is quite suitable for the application in engineering practice.

Use of machine learning techniques for predicting the bearing capacity of piles

Geotechnical engineers frequently rely on semi-empirical methods like Décourt-Quaresma and Meyehof’s to estimate the bearing capacity of piles. This paper proposes alternatives to these methods, presenting an approach using machine learning models for predicting the bearing capacity of precast concrete piles. It uses data samples including 165 load tests, each one accompanied with a SPT sounding. This study proposes two types of analysis using two separated datasets, one based on the Décourt-Quaresma method and the other based on the Meyerhof method. Six machine learning algorithms of distinct biases are trained and tested with a leave-one-out cross validation procedure and the models’ predictive performance is assessed through two metrics: root mean squared error (RMSE) and coefficient of determination (R2). The best performing technique was random forest (RF) using Décourt-Quaresma dataset, with an RMSE of 642.38. All other machine learning techniques obtained a RMSE below 710, overcoming Meyerhof’s and Décourt-Quaresma’s semi-empirical methods, which both obtained RMSE values close to 900. This study proposes 95% and 90% confidence intervals for the best technique employing a graphical interpretation, so that geotechnical engineers can choose which level of safety they wish to work with. Finally, the study presents a case study showing that the best performing models achieve a reasonable accuracy, surpassing the semi-empirical methods in two of the three piles considered. The representativity of the new examples within the used datasets explain the accuracy of the techniques.