Análise numérica de radier estaqueado com estaca escavada curta

riem Revista IBRACON de Estruturas e Materiais Rev. IBRACON Estrut. Mater. 1983-4195 IBRACON - Instituto Brasileiro do Concreto Resumo A análise numérica do comportamento de radiers estaqueados assentes em solo uniforme e de baixa capacidade de suporte tem se mostrado importante para subsidiar a concepção do projeto. A calibração do modelo numérico com uma prova de carga instrumentada permite que os resultados possam ser aplicados, dentro das condições estabelecidas, ao projeto de fundações para edificações de pequeno e médio porte assentes em solos com as mesmas propriedades mecânicas analisadas neste artigo. Nesse sentido, o artigo avalia modelos numéricos, que permitam estudar a influência de estaca curta executada por escavação acoplada ao radier. Os modelos também são avaliados a partir dos conceitos de radier estaqueado. A partir dos resultados obtidos, verifica-se que a carga suportada pela resistência lateral, significativa para o caso de estacas escavadas, é de 14% a 30% maior para radiers mais flexíveis ou com menores espessuras. A introdução de estacas nos radiers promove a redução de recalques e o aumento da rigidez do sistema, tendo seus efeitos ampliados para estacas com esbeltezes (L/d) mais elevadas. 1 INTRODUCTION Understanding the behavior of a piled raft foundation leads to the need of analyzing not just the foundation system in each separate element, the piles and the raft, but also the interactions among them over time. In typical foundation projects, such as pile groups, the cap resistance is neglected in the design, even when the cap is in contact with the soil. Investigations and analytical methods have been developed to consider the soil-structure interaction, enabling to assess the contribution of the raft on the bearing capacity of the system. Sophisticated methodologies and the search for refined results have become main points in the field of foundations, due to the decrease of computational costs. In practice, the creation of numerical models that can guide the engineer to an efficient foundation design is a key factor to achieve efficacy of a project. Among other advantages, numerical modeling enables fast parametric analyses, saving tests and experimentations, even though it does not replace them. Correlations factors can be deduced from the model results, and then combined and calibrated with experimental results. The foundations considered in this work consist of rafts of varying thicknesses and short bored piles of varying lengths. The concepts and characteristics of each one of these elements are discussed, as well as how they affect the behavior of the piled rafts studied. In addition, features and results are presented in terms of the behavior of the system and their elements separately. The present work is limited to considering the following hypotheses: the soils have constant mechanical characteristics along its depth, since short piles are used; the load is applied of loading distributed over the entire raft area; loading takes place at time intervals that do not allow soil consolidation; pore pressure and saturation are not considered; effects due to suction are implicit in the calibration and validation of the model with experimental results. The numerical analysis considered elastoplastic constitutive model materials, based on the elastic perfectly plastic behavior with of Mohr-Coulomb failure criterion. From the analysis of sixteen cases of piled rafts, it was possible to quantify the load distribution between the raft and the pile, as well as to estimate the influence of the piles on reducing settlements, on the variation of the shaft resistance according to the pile depth, on the axial load transfer, on the pile lateral and toe strength portions and on the overall stiffness. 1.1 Previous works The number of studies on the behavior of piled foundations has increased significantly since the 1950’s, strengthening and consolidating the understanding of these systems. Several works have studied the influence of foundation geometry [1]–[4], the contribution of raft-soil contact and load distribution among the elements and their variables [5] and the use of numerical models for analysis of piled rafts [6]. Many authors report several advantages in considering the raft-soil contact, such as reduction and uniformity of settlements (differential and total) and the increase in load capacity [6]–[8]. According to Butterfield and Banerjee [5], the load supported by the raft can range from 20% to 60%, assuming larger values for higher spacing between piles. Experiments reported in Garcia and Albuquerque [4] and numerical studies reported in Garcia [9] considering porous residual soil and piles spacing (s) equal to five times their diameter, shows a contribution of 21% and 36% of the raft-soil contact, respectively. Kuwabara [10], reports study using boundary elements method in cases of piles spacing smaller than ten times their diameter normal spacing and compared pile groups and piled rafts and founding a distribution of 20% to 40% of the total load to the raft. The parameters involving foundation geometry, number of piles, and materials properties influence the behavior of the foundation [2]. According to Ottaviani [6] and Kuwabara [10], the effect of raft-soil contact influences the load distribution and transfer to the soil, and are affected by in terms of the position of the pile in the raft. Brown and Wiesner [7] highlighted the importance of parameters such as pile slenderness, L/d, relative pile spacing, s/d, relative stiffness between raft and soil, and relative stiffness between pile and soil for a preliminary assessment of the piled foundation design. Saeedi Azizkandi et al. [11] investigated the load sharing mechanisms in piled rafts using numerical analyses with and without connection of the piles to the raft. The authors reported that the increase in the pile length reflected an increase in the portion of shared load, particularly in rafts with connected piles. An important aspect in the analysis of piled foundations is related to the raft and how it is designed to be either rigid or flexible. Clancy and Randolph [12] concluded that the behavior of the foundation changed with the increase in raft flexibility when the foundation models have few piles (less than 4 piles). Analyzing the measurements taken at the foundation of the Messeturm building in Frankfurt, Randolph [8] observed that the failure of the piled raft foundation occurred mostly by punching the raft, since the piles prevent the raft from moving with the soil, submitting it to the Ultimate Limit State of the foundation. However, pile rafts must be classified according to their dimensions in order to define the appropriate analysis. Russo and Viggiani [13] categorize piled rafts in two groups, calling “small” rafts those in which rafts do not have sufficient bearing capacity and the piling alone will ensure adequate safety factor, and “large” rafts, which have enough bearing capacity, ensuring a certain share of and requiring the introduction of piles as settlement reducers. Katzenbach and Choudhury [14] recommended evaluating piled rafts at Ultimate Limit State (ULS) and at Service Limit State (SLS), by means modeling that can consider the effects of the interaction among the elements of the foundation. For each limit state, an external check, considering the behavior of the whole foundation, and an internal check, evaluating the elements separately, should be performed and the most unfavorable results used for design. In this context, the use of numerical tools for the analysis of the complexity involved in piled raft foundation is important, as well as its benefits to obtain the appropriate design and to avoiding overdesigning when considering simplified methods. Poulos [15] highlights the importance of considering the effects of interactions among the raft, pile and soil by using structural numerical models in order to avoid under designing the foundation with simplified methods. Mandolini, Russo and Viggiani [16] and Randolph [8], report evaluating 125 pile load tests with different installation processes. They conclude that the type of installation affects more the load capacity of piles than their axial stiffnesses determined by estimation of the tangent to the curve containing the first three loading points. The evaluation of the behavior of the elements that form piled rafts is related not only to load capacity and settlement, but also to how the shaft resistance and the toe resistance are mobilized. Studies performed by Lee et al. [17] on the interaction among elements of piled raft in sands described the load distribution in the pile as a function of the overall displacement, and the established coefficients considering the initial rapid increase of the load on the pile with small displacements that do not considerably increase with larger displacements. These coefficients were later incorporated into the model proposed by Clancy and Randolph [18]. 1.2 Some concepts on piled rafts Katzenbach and Choudhury [14] and Abdel-Azim et al. [19] consider two parameters to distinguish the behavior of piled raft foundations with respect to the pile group and to isolated rafts. In the case of the piled rafts, the coefficient αpr is a correlation related to the characteristic values and is presented as function of a given settlement, s, according to Equations 1 and 2: α p r = ∑ j = 1 m R p i l e , k , j ( s ) R t o t , k ( s ) (1) α s = s p r s r (2) Where: αpr = piled raft coefficient; αs = settlement reduction coefficient; ∑j=1mRpile,k,j(s) = sum of the characteristic pile resistances for a given settlement; Rtot,k(s) = characteristic value of the total resistance for a given settlement; spr = settlement of piled raft foundation; sr = settlement of a spread foundation. The αpr values vary between 0 for raft alone and 1 for pile group without raft contribution, as well as the αs value vary within the range from 0 (piled raft) to 1 (raft alone), as verified by Katzenbach and Choudhury [14], verified the interdependence between the foundation behavior as a function of stress level and settlement (Figure 1). Figure 1 Correlation between settlement reduction coefficient, αs, and load sharing coefficient αpr of piled raft. 1.3 Effect of rafts on skin friction and axial force Abdel-Azim et al. [19] analyzed numerically the piled foundations proposed by Katzenbach et al. [20] evaluating the distribution of skin friction along the 30-meter-long pile assessed for settlements, s, equal to 0.5%, 1% and 10% of “d”. According to these authors, the best position to obtain the skin friction readings along the shaft interface is at a radial offset of 0.1d from the outer face of the shaft (Figure 2). It is observed that, for the first loading stages, the friction is mobilized to the toe, which has its skin friction exhausted from the sixth loading stage (60% of total load), and then leads to a greater resistance mobilization in a region close to the raft, as previously verified by Fioravante et al. [21]. Figure 2 Influence of the pile-raft interaction on axial load transfer and skin friction with depth based on the Frankfurt Clay model (Katzenbach et al. [20]). 1.4 Bored piles De Cock [22] describes a series of studies carried out by Caputo [23] and reinforced the influence of the pile installation method on soil confinement, and mentioning for example the tendency of the base of bored piles to move in the opposite direction of the excavation, which does not occur with driven piles. Some studies show that shaft resistance of piles develops before toe resistance because it requires small displacements for mobilization [24], [25]. Through field tests, Garcia [9] observed that shaft resistance mobilization occurs mainly within a range of relative displacement to the pile diameter s/d between 1% and 5%. Zhang et al. [26] outline three soil situations at the pile toe to explain the mechanism of toe resistance mobilization when there is relative displacement between the pile and the soil. In the first situation (Figure 3a), the soil layer shows a relatively normal resistance. In the second situation (Figure 3b), soil resistance is low, which may be caused by accumulated sediments at the pile base; in the third situation (Figure 3c) the soil under the toe has high resistance. The authors discuss the interaction between the lateral and toe resistance in the three situations with the use of the Mohr-Coulomb's failure criterion. Figure 3 Stress state of soil element near pile end with different soil strengths at pile base (after Zhang et al. [26]). The piles studied in this article relate to the situation described in Figure 3b, of low resistance soil at the base of the pile, aiming to better represent the behavior of foundations composed by short bored piles, also behaving as friction piles. 2 VALIDATION WITH EXPERIMENTAL STUDY The material properties were obtained through calibration with experimental results obtained by Garcia [9] in piled cap composed of a short and small diameter bored pile, subjected to axial compression in residual soil. The block geometry (0.60 m x 0.60 m) was adjusted to an equivalent circular geometry, keeping the contact area with the soil to apply axisymmetric numerical modeling with Finite Elements (FEM-2D) by means of the Rocscience RS2 software. The pile used in the model has dimensions of 0.25-m diameter and 5-m length. The numerical model for validation considered non-contact between the side faces of the cap and the soil and included the modeling technique discussed in this work. Hence, the insertion of a region of low resistance soil under the pile toe (Figure 4) to represent the installation method of the pile usually employed in typical foundations. Figure 4 Numerical model for validation and detail of the soft material region inserted below the pile toe and graded mesh type and 6-noded triangle element. The model was validated by comparing the load vs. settlement curve adjustment, both numerical and experimental, described by Garcia [9]. Although the numerical model has not taken into account the variation of soils and properties with the depth considered by Garcia [9], the results of the load-settlement curves (Figure 5) denote optimal adjustment up to the sixth stage of the applied load, in addition to the good agreement in the general behavior of the foundation under the aspect of load distribution, axial load transfer and skin friction. The material parameters obtained with the numerical calibration stage are shown in Table 1. Figure 5 Load-settlement curves of the piled rafts by Garcia [9] versus numerical model. Table 1 Mechanical characteristics and materials deformability. Material E (MPa) ν K0 γ (kN/m3) Model ϕ (º) c (kPa) Soil 30.0 0.33 0.8 15 Elastoplastic 21 22 Soft material 5e-2 0.40 0.8 15 Elastoplastic 3 0 Concrete 30,100 0.20 - 25 Elastic 50 300 Note: E is the Young’s modulus; ν is the Poisson’s ratio; K0 is the coefficient of at-rest earth pressure; γ is the unit weight; ϕ is the soil friction angle; c is the cohesion. The parameters were derived from compressive and tensile strengths for mass concrete based on the suggestion given by Ardiaca [27]. 3 PARAMETRIC ANALYSIS The analyses were carried out based on a parametric study, varying the geometric characteristics, such as raft thickness and pile length (Table 2). Table 2 Details of the piled raft geometries analyzed and their loads. Case Dr (m) t (m) L (m) d (m) L/d t/d Stress applied (kPa) Load applied (kN) 1 1.25 0.1 3 0.25 12 0.4 264 324.0 2 0.2 0.25 0.8 284 348.5 3 0.3 0.25 1.2 300 368.2 4 0.4 0.25 1.6 310 380.4 5 1.25 0.1 4 0.25 16 0.4 293 359.6 6 0.2 0.25 0.8 310 380.4 7 0.3 0.25 1.2 328 402.5 8 0.4 0.25 1.6 336 412.3 9 1.25 0.1 5 0.25 20 0.4 320 392.7 10 0.2 0.25 0.8 340 417.2 11 0.3 0.25 1.2 352 432.0 12 0.4 0.25 1.6 370 454.1 13 1.25 0.1 6 0.25 24 0.4 350 429.5 14 0.2 0.25 0.8 371 455.3 15 0.3 0.25 1.2 380 466.3 16 0.4 0.25 1.6 390 478.6 Note: Dr is the raft diameter; t is the raft thickness; L is the pile length; d is the pile diameter; Araft = 1.227m2. The geometry of the piled raft cases under consideration has fixed parameters such as raft and pile diameter, and variable parameters such as raft thickness and pile length (Figure 6). Figure 6 Geometry of the piled raft. 4 NUMERICAL ANALYSIS The numerical analyses were performed with the aid of Rocscience RS2 software, which enables two-dimensional analyses on geotechnical structures and foundations by means of finite elements by considering, plane strain state or axisymmetric conditions. The three-dimensional geometry of the foundation was converted into a plane model with axisymmetry around the axis of rotation (Figure 6). For the discretization of the soil mass and the piled raft, elements of the triangular type composed of 6 nodes were used (Figure 5). A graded mesh was adopted, discretized according to the number of dividing elements at the interfaces between the structure and the soil contour, having elements of size at a ratio of 1:70 between the interface around the contact of the structure with the ground and the interior of the soil mass. The number of elements in the models ranged from 4,000 to 6,000; such variation was due to the need for greater discretization inside the piled raft. Therefore, models with thicker rafts and longer piles resulted in a higher number of elements and nodes. The type of loading chosen in the software was Body Force and Field Stress. It is divided into two stages: first a stress due to the self-weight of the elements is applied considering the horizontal response; then the loading is imposed, according to the stage. The boundary dimensions were assumed to be about 1.6 times the length of the longest pile (L=6m). Moreover, the lateral boundaries of the model were restrained in the X-direction, and the lower boundary was restrained to move in X and Z-directions. The dimensions of the low-strength soil element (soft material) were taken with a diameter of 1.2d and height equals to 2 times the diameter of the pile. The choice of extending the width of the region situated at the pile toe beyond the diameter was designed to overcome problems related to stress concentration in zones between different materials, as well as to improve the quality of the mesh in this region. 5 RESULTS AND DISCUSSION From the methodology presented, an analytical structure was elaborated to briefly represent the steps that compose the present study (Figure 7). Figure 7 Scheme describing the steps of the present study. 5.1 Load settlement curves The load versus displacement responses of each foundation under analysis were obtained from the application of a 10-stage series, with 10% increments up to the maximum load (Table 2). Unloading was performed in a 4-stage series, with 25% decreases of the maximum test load until total unloading (Figure 8 to Figure23). Figure 8 Load-settlement curve for case 1 - L=3m; t=0.1m Figure 9 Load-settlement curves for case 2 - L=3m; t=0.2m Figure 10 Load-settlement curves for case 3 - L=3m; t=0.3m Figure 11 Load-settlement curves for case 4 - L=3m; t=0.4m Figure 12 Load-settlement curves for case 8 - L=4m; t=0.1m Figure 13 Load-settlement curves for case 6 - L=4m; t=0.2m Figure 14 Load-settlement curves for case 7 - L=4m; t=0.3m Figure 15 Load-settlement curves for case 8 - L=4m; t=0.4m Figure 16 Load-settlement curve for case 9 - L=5m; t=0.1m Figure 17 Load-settlement curves for case 10 - L=5m; t=0.2m Figure 18 Load-settlement curves for case 11 - L=5m; t=0.3m Figure 19 Load-settlement curves for case 12 - L=5m; t=0.4m Figure 20 Load-settlement curves for case 13 - L=6m; t=0.1m Figure 21 Load-settlement curves for case 14 - L=6m; t=0.2m Figure 22 Load-settlement curves for case 15 - L=6m; t=0.3m Figure 23 Load-settlement curves for case 16 - L=6m; t=0.4m The maximum test loads were established for each piled raft to obtain approximately 50 mm of displacement, conventionalizing the geotechnical “failure” of the foundation by one of the limit states. As a failure criterion for ultimate resistance, according to the recommendations from the British Standard BS 8004:2015 [28], the displacement assumed was of 10% of the pile diameter or 25 mm. The load settlement curves show a greater pile share in the load capacity of the foundation system for 0.10-m thick rafts. The contribution of the pile is reduced for rafts with thickness of 0.20 m or more. On the other hand, in all cases analyzed, the participation of the raft-soil contact is preponderant in comparison to the pile participation. Such evidence can be attributed to the high raft contribution area in the overall bearing capacity. The following curves are basically distinguished by the characteristics of the raft-soil stiffness, i.e., for rafts considered flexible (0.10 m in height) and rigid (> 0.20 m). 5.2 Influence of raft thickness on shaft resistance of piles The effect of raft thickness on the portion of total load supported by total shaft resistance of piles (Figure 24). The 0.10-m thick rafts influenced positively the mobilization of skin friction, compared to models with 0.20 m, 0.30 m, 0.40 m thicknesses: differences between 14% and 30% can be seen. In addition, with increasing loads, rafts thicker than 0.10 m led to minor load sharing by the pile due to little toe resistance and to greater participation of the raft. During the loading test with piled rafts instrumented and described by Garcia [9], the values measured for total toe resistance were around 6% of the total load applied to the foundation, even at displacement levels of approximately 20% of the pile diameter. In all cases, the axial load reaching the pile toe was less than 2% of the total load, even for large relative displacements, close to 20% of the pile diameter (50 mm). The behavior of the piles compares to that of floating piles, which orient their resistance predominantly to the shaft. Such values imply that the model represents adequately a short bored pile of small diameter inserted in uniform soil. Figure 24 Portion of the maximum load taken by the total shaft resistance. 6 RESPONSE AND BEHAVIOR ANALYSES The choice of geometric parameters to evaluate the interaction among the soil, raft and pile is based on previous works in the literature on piled foundations, among which, those of Poulos and Davis [2], Kuwabara [10] and Clancy and Randolph [18]. The behavior analyses regarding relative stiffness were established with respect to the pile slenderness ratio (L/d), and the ratio between raft thickness and pile diameter (t/d). Based on the parametric characteristics and properties of the mechanical behavior of foundations under analysis, this work seeks to correlate the favorable features to the appropriate design elaboration, supporting premises for a qualitative evaluation for conception and predesign of foundation elements of superstructures. 6.1 Initial Stiffnesses of Piled Rafts For the 16 cases analyzed, the stiffness of piled rafts foundations (Kpiled raft) and their elements (Kpile e Kraft) were calculated by means of the loading and displacement values obtained in the first stages (i.e., up to 50% of the maximum load of a given foundation (Qmax), and therefore, the structural elements exhibit a linear elastic behavior and they have a good potential to be used in practical applications. The increase in raft thickness for a constant diameter (t/d) does not influence the increase in stiffness of the piled raft unit, which remains almost constant for the same pile slenderness ratio (Figure 25a). On the other hand, for a higher pile slenderness ratio, there is an increase in relative stiffness of the piled rafts under analysis, showing that the isolated stiffness of the pile (Figure 25b) is directly related to its slenderness ratio (L/d). The raft stiffness is small for flexible rafts (t/d = 0.4), but it remains almost constant for rafts considered as rigid (t/d ≥ 0.8) (Figure 25c). The models with 0.1-m thick rafts (t/d = 0.4) allow greater pile response, since the surface element has lower capacity to restrain displacements due to its lower stiffness. Figure 25 Effect of t/d ratio on piled raft, pile and raft responses When analyzing the influence of the use of longer piles connected to thicker rafts, it was found that piled raft stiffness is predominantly influenced by pile stiffness and its slenderness ratio (Figures 25 and 26). For rafts considered rigid (t/d ≥ 0.8), the raft response is practically uniform for different values of pile slenderness (L/d), while the contribution to pile stiffness and overall stiffness is linearly increasing. Distinct behavior is observed for rafts considered flexible (t/d= 0.4), in which raft stiffness (Kr) decreases linearly with increasing ratio L/d This is explained by the increasing pile stiffness (Kp), as seen in Figure 26b and Figure 26c. Figure 26 Effect of L/d ratio on piled raft, pile and raft responses. 6.2 Settlement Reduction and Load Sharing A comparison of the effects of using piles combined with rafts shows that rafts of heights equal to 0.1 m are more sensitive to distribution of loads among the foundation elements, thus increasing the load portion supported by the piles. Based on the analyses carried out and considering the reduced settlement in the piled foundation (Figure 27), it is verified that increasing raft thickness has little influence on the reduction of its total settlement (spr), when compared to those of unpiled rafts (sr). The insertion of piles in the raft and the increase in pile length leads to a significant reduction of the total settlement of the piled raft, for all thicknesses analyzed. Figure 27 Evaluation of settlement reduction and load sharing for the piled rafts (at 50% of Qmax). The load sharing in the analyzed models increases with the increase of raft thickness, whose values varied from 28% to 45% (Table 3) for the cases of rigid rafts (t ≥ 0.2 m). On other hand, based on the average of the coefficient αs values, the total settlements presented 44% to 78% reduction when compared to isolated rafts, showing the efficiency of the pile insertion. In the cases analyzed in this work, the piles were positioned at the point of occurrence of the greatest displacement, i.e., the central region of the raft. Table 3 Results from the evaluation of the piled raft units. L/d αpr (t=0.1m) X¯(αpr) (t=0.2m;0.3m;0.4m) Increasing % in the pile loadΔαpr(%) Total settlement reduction 12 0.44 0.28 16% 44% 16 0.56 0.33 23% 59% 20 0.67 0.40 27% 70% 24 0.76 0.45 31% 78% Note: d = 0.25m; αpr=piled raft coefficient; X¯(αpr)average of the values The results above agree with the propositions given in De Sanctis et al. [29] about what occurs in “small rafts” where the ratio is D/L <1. According to the classification of these authors, a “small” isolated raft does not have enough bearing capacity to support the total load, thus requiring the insertion of piles to ensure reduced settlement. It also improves the bearing capacity of the system. In this case, differential settlement is not essential for rafts considered as rigid since the raft in this situation has enough flexural stiffness. 7 CONCLUSIONS The determination of parameters through numerical validation of experimental tests is an important tool to study the behavior of piled foundations, since it is possible to assess the interaction between the elements, by means of an appropriate modeling. A careful check is required during the modeling to verify if the conditions observed in the field can be implemented in the numerical model. For a t/d ratio equal to or higher than 0.8 (t = 0.2 m), there is no increase in the overall initial response, although it is possible to reach a load sharing on the pile equal to 28% to 45% of the total applied load and a 44% to 78% reduction in piled raft settlements compared to those of unpiled rafts. The pile length has a greater influence on the initial stiffness of the piled raft than the raft thickness. Models with 0.10 m raft thickness positively modified the axial response of the pile, and from the thickness of 0.20m, the models uniformed their behaviors, meaning more distant from the “flexible” raft condition pointed out by Clancy and Randolph [12]. The results of the present study showed good agreement with key points emphasized by El-Mossallamy, Lutz and Duerrwang [30] regarding the confinement caused by raft-soil contact that increases the stress in the region near the top of the pile, and also on the effects of interaction between the elements, for example the load sharing, that has been shown to be dependent on the level of loading. The results here reported are valid for application under conditions similar to those conducted by this research, and therefore, it cannot be considered a generalized approach. ACKNOWLEDGEMENTS The authors would like to thank the Federal University of Uberlândia for the acquisition of the software license used in the analyses of this work and Professor Michael Andrade Maedo for his technical contribution. This work was supported by a FAPEMIG grant funded by the State of Minas Gerais and Coordination for the Improvement of Higher Education Personnel (Coordenação de Aperfeiçoamento de Pessoal de Nível Superior - CAPES) financing code 001. Financial support: This work was supported through a FAPEMIG grant funded by the State of Minas Gerais and Coordination for the Improvement of Higher Education Personnel (Coordenação de Aperfeiçoamento de Pessoal de Nível Superior - CAPES) financing code 001. Data Availability: The data that support the findings of this study are available from the corresponding author, JRG, upon reasonable request. REFERENCES 1 Whitaker T. Experiments with model piles in groups Geotechnique 7 4 147 167 12 1957 http://dx.doi.org/10.1680/geot.1957.7.4.147 1 T. Whitaker, "Experiments with model piles in groups," Geotechnique, vol. 7, no. 4, pp. 147–167, Dec 1957, http://dx.doi.org/10.1680/geot.1957.7.4.147. 2 Poulos H. G. Davis E. H. Pile Foundation Analysis and Design. Rainbom-Bridge Book Co. 1980 2 H. G. Poulos and E. H. Davis, Pile Foundation Analysis and Design. Rainbom-Bridge Book Co., 1980. 3 Bezerra J. E. Da Cunha R. P. Sales M. M. Optimization concepts for the design of piled raft foundation systems Optimisation concepts pour le projet de fondation en Radier sur piex Proc. 16th Int. Conf. Soil Mech. and Geotech. Eng. 2005 1947 1950 http://dx.doi.org/10.3233/978-1-61499-656-9-1947 3 J. E. Bezerra, R. P. Da Cunha, and M. M. Sales, “Optimization concepts for the design of piled raft foundation systems Optimisation concepts pour le projet de fondation en Radier sur piex,” in Proc. 16th Int. Conf. Soil Mech. and Geotech. Eng., 2005, pp. 1947–1950, http://dx.doi.org/10.3233/978-1-61499-656-9-1947. 4 Garcia J. R. de Albuquerque P. J. R. Analysis of the contribution of the block-soil contact in piled foundations Lat. Am. J. Solids Struct. 16 6 1 22 2019 http://dx.doi.org/10.1590/1679-78255565 4 J. R. Garcia and P. J. R. de Albuquerque, "Analysis of the contribution of the block-soil contact in piled foundations," Lat. Am. J. Solids Struct., vol. 16, no. 6, pp. 1–22, 2019, http://dx.doi.org/10.1590/1679-78255565. 5 Butterfield R. Banerjee P. K. The problem of pile group–pile cap interaction Geotechnique 21 2 135 142 6 1971 http://dx.doi.org/10.1680/geot.1971.21.2.135 5 R. Butterfield and P. K. Banerjee, "The problem of pile group–pile cap interaction," Geotechnique, vol. 21, no. 2, pp. 135–142, Jun 1971, http://dx.doi.org/10.1680/geot.1971.21.2.135. 6 Ottaviani M. Three-dimensional finite element analysis of vertically loaded pile groups Geotechnique 25 2 159 174 1975 http://dx.doi.org/10.1680/geot.1975.25.2.159 6 M. Ottaviani, "Three-dimensional finite element analysis of vertically loaded pile groups," Geotechnique, vol. 25, no. 2, pp. 159–174, 1975, http://dx.doi.org/10.1680/geot.1975.25.2.159. 7 Brown P. T. Wiesner T. J. The behaviour of uniformly loaded piled strip footings Soil Found. 15 4 13 21 12 1975 http://dx.doi.org/10.3208/sandf1972.15.4_13 7 P. T. Brown and T. J. Wiesner, "The behaviour of uniformly loaded piled strip footings," Soil Found., vol. 15, no. 4, pp. 13–21, Dec 1975, http://dx.doi.org/10.3208/sandf1972.15.4_13. 8 Randolph M. F. Design methods for pile groups and piled rafts Int. Conf. Soil Mech. and Found. Eng. 1994 61 82 8 M. F. Randolph, “Design methods for pile groups and piled rafts,” in Int. Conf. Soil Mech. and Found. Eng., 1994, pp. 61–82. 9 Garcia J. R. Análise experimental e numérica de radiers estaqueados executados em solo da região de Campinas/SP Ph.D. dissertation Univ. Estadual de Campinas 2015 9 J. R. Garcia, “Análise experimental e numérica de radiers estaqueados executados em solo da região de Campinas/SP,” Ph.D. dissertation, Univ. Estadual de Campinas, 2015. 10 Kuwabara F. An elastic analysis for piled raft foundations in a homogeneous soil Soil Found. 29 1 82 92 3 1989 http://dx.doi.org/10.3208/sandf1972.29.82 10 F. Kuwabara, "An elastic analysis for piled raft foundations in a homogeneous soil," Soil Found., vol. 29, no. 1, pp. 82–92, Mar 1989, http://dx.doi.org/10.3208/sandf1972.29.82. 11 Saeedi Azizkandi A. Rasouli H. Baziar M. H. Load sharing and carrying mechanism of piles in non-connected pile rafts using a numerical approach Int. J. Civ. Eng. 17 6 793 808 2019 http://dx.doi.org/10.1007/s40999-018-0356-2 11 A. Saeedi Azizkandi, H. Rasouli, and M. H. Baziar, "Load sharing and carrying mechanism of piles in non-connected pile rafts using a numerical approach," Int. J. Civ. Eng., vol. 17, no. 6, pp. 793–808, 2019., http://dx.doi.org/10.1007/s40999-018-0356-2. 12 Clancy P. Randolph M. F. An approximate analysis procedure for piled raft foundations Int. J. Numer. Anal. Methods Geomech. 17 12 849 869 12 1993 http://dx.doi.org/10.1002/nag.1610171203 12 P. Clancy and M. F. Randolph, "An approximate analysis procedure for piled raft foundations," Int. J. Numer. Anal. Methods Geomech., vol. 17, no. 12, pp. 849–869, Dec 1993, http://dx.doi.org/10.1002/nag.1610171203. 13 Russo G. Viggiani C. Factors controlling soil structure interaction for piled rafts Int. Conf. Soil-Structure Interaction Darmstadt University of Technology 1998 http://dx.doi.org/10.13140/2.1.4035.7125 13 G. Russo and C. Viggiani, “Factors controlling soil structure interaction for piled rafts,” in Int. Conf. Soil-Structure Interaction, Darmstadt University of Technology, 1998, http://dx.doi.org/10.13140/2.1.4035.7125. 14 Katzenbach R. Choudhury D. Combined Pile-Raft Foundation Guideline Darmstadt Institute and Laboratory of Geotechnics 2013 14 R. Katzenbach and D. Choudhury, Combined Pile-Raft Foundation Guideline, Darmstadt: Institute and Laboratory of Geotechnics, 2013. 15 Poulos H. Methods of analysis of piled raft foundations Int. Soc. Soil Mech. Geotech. Eng. July 46 2001 15 H. Poulos, “Methods of analysis of piled raft foundations,” Int. Soc. Soil Mech. Geotech. Eng., no. July, pp. 46, 2001. 16 Mandolini A. Russo G. Viggiani C. Pile Foundations : Experimental Investigations, Analysis and Design Proceedings of the 16th International Conference on Soil Mechanics and Geotechnical Engineering: Geotechnology in Harmony with the Global Environment Osaka, Japan 2005 1 2003 177 213 16 A. Mandolini, G. Russo, and C. Viggiani, “Pile Foundations : Experimental Investigations, Analysis and Design,” in Proceedings of the 16th International Conference on Soil Mechanics and Geotechnical Engineering: Geotechnology in Harmony with the Global Environment, Osaka, Japan, 2005, vol. 1, no. 2003, pp. 177–213. 17 Lee J. Park D. Park D. Park K. Estimation of load-sharing ratios for piled rafts in sands that includes interaction effects Comput. Geotech. 63 306 314 1 2015 http://dx.doi.org/10.1016/j.compgeo.2014.10.014 17 J. Lee, D. Park, D. Park, and K. Park, "Estimation of load-sharing ratios for piled rafts in sands that includes interaction effects," Comput. Geotech., vol. 63, pp. 306–314, Jan 2015, http://dx.doi.org/10.1016/j.compgeo.2014.10.014. 18 Clancy P. Randolph M. F. Simple design tools for piled raft foundations Geotechnique 46 2 313 328 6 1996 http://dx.doi.org/10.1680/geot.1996.46.2.313 18 P. Clancy and M. F. Randolph, "Simple design tools for piled raft foundations," Geotechnique, vol. 46, no. 2, pp. 313–328, Jun 1996, http://dx.doi.org/10.1680/geot.1996.46.2.313. 19 Abdel-Azim O. A. Abdel-Rahman K. El-Mossallamy Y. M. Numerical investigation of optimized piled raft foundation for high-rise building in Germany Innov. Infrastruct. Solut. 5 1 11 4 2020 http://dx.doi.org/10.1007/s41062-019-0258-4 19 O. A. Abdel-Azim, K. Abdel-Rahman, and Y. M. El-Mossallamy, "Numerical investigation of optimized piled raft foundation for high-rise building in Germany," Innov. Infrastruct. Solut., vol. 5, no. 1, pp. 11, Apr 2020., http://dx.doi.org/10.1007/s41062-019-0258-4. 20 Katzenbach R. Arslan U. Moormann C. 13. Piled raft foundation projects in Germany Design applications of raft foundations Thomas Telford Publishing 2000 323 391 20 R. Katzenbach, U. Arslan, and C. Moormann, “13. Piled raft foundation projects in Germany,” in Design applications of raft foundations, Thomas Telford Publishing, 2000, pp. 323–391. 21 Fioravante V. Giretti D. Jamiolkowski M. B. Physical modelling of piled raft Deep Foundations on Bored and Auger Piles Van Impe W. F. Van Impe P. O. Routledge 2009 21 V. Fioravante, D. Giretti, and M. B. Jamiolkowski, “Physical modelling of piled raft,” in Deep Foundations on Bored and Auger Piles, W. F. Van Impe and P. O. Van Impe, Eds. Routledge, 2009. 22 De Cock F. A. Sense and sensitivity of pile load-deformation behaviour Deep Foundations on Bored and Auger Piles Van Impe W. F. Van Impe P. O. 2009 22 F. A. De Cock, “Sense and sensitivity of pile load-deformation behaviour,” in Deep Foundations on Bored and Auger Piles, W. F. Van Impe and P. O. Van Impe, Eds. 2009. 23 Caputo V. Experimental evidence for the validation of load-settlement predictions 2003 23 V. Caputo, “Experimental evidence for the validation of load-settlement predictions,” 2003. 24 O’Neill M. W. Reese L. C. Behavior of Axially Loaded Shafts in Beaumont Clay, Part Four Design Inferences and Conclusions Center for Highway Research, the University of Texas at Austin 1970 24 M. W. O’Neill and L. C. Reese, Behavior of Axially Loaded Shafts in Beaumont Clay, Part Four Design Inferences and Conclusions, Center for Highway Research, the University of Texas at Austin, 1970. 25 Vesic A. S. Design of pile fundations: National Cooperative Highway Research Program, Synthesis Highway Practice Report No Transportation Research Board National Academy of Sciences 1977 25 A. S. Vesic, “Design of pile fundations: National Cooperative Highway Research Program, Synthesis Highway Practice,” Report No. 42, Transportation Research Board National Academy of Sciences, 1977. 26 Zhang Q.-Q. Zhang Z.-M. Li S.-C. Investigation into Skin friction of bored pile including influence of soil strength at pile base Mar. Georesour. Geotechnol. 31 1 1 16 1 2013 http://dx.doi.org/10.1080/1064119X.2011.626506 26 Q.-Q. Zhang, Z.-M. Zhang, and S.-C. Li, "Investigation into Skin friction of bored pile including influence of soil strength at pile base," Mar. Georesour. Geotechnol., vol. 31, no. 1, pp. 1–16, Jan 2013., http://dx.doi.org/10.1080/1064119X.2011.626506. 27 Ardiaca D. H. Mohr-Coulomb parameters for modelling of concrete structures Plaxis Bull. 12 15 2009 27 D. H. Ardiaca, “Mohr-Coulomb parameters for modelling of concrete structures,” Plaxis Bull., pp. 12–15, 2009. 28 British Standard Code of Practice for Foundations Foundations, BS 8004:1986 2004 28 British Standard. Code of Practice for Foundations Foundations, BS 8004:1986, 2004. 29 De Sanctis L. Mandolini A. Russo G. Viggiani C. Some remarks on the optimum design of piled rafts Deep Foundations 132 12 405 425 2 2002 http://dx.doi.org/10.1061/40601(256)30 29 L. De Sanctis, A. Mandolini, G. Russo, and C. Viggiani, “Some remarks on the optimum design of piled rafts,” Deep Foundations., vol. 132, no. 12, pp. 405–425, Feb. 2002, http://dx.doi.org/10.1061/40601(256)30. 30 El-Mossallamy Y. M. Lutz B. Duerrwang R. Special aspects related to the behavior of piled raft foundation Proc. 17th Int. Conf. Soil Mech. Geotech. Eng. Acad. Pract. Geotech. Eng. 2 1366 1369 2009 http://dx.doi.org/10.3233/978-1-60750-031-5-1366 30 Y. M. El-Mossallamy, B. Lutz, and R. Duerrwang, “Special aspects related to the behavior of piled raft foundation,” Proc. 17th Int. Conf. Soil Mech. Geotech. Eng. Acad. Pract. Geotech. Eng., vol. 2, pp. 1366–1369, 2009, http://dx.doi.org/10.3233/978-1-60750-031-5-1366.