New Method for Calculating the Settlement of Single Pile and Pile Group in Soft Soil Area

+is paper fits the τ-z curve of a single pile by mathematical methods. Based on the one-dimensional similarity of the τ-z curves, the τ-z curves of single pile under different loads are derived. It studies the distribution of the axial force of a single pile by taking the self-weight of the pile and the pile-end resistance ratio into account and establishes the calculated equation of settlement for single pile.+emutual reinforcing effect between the piles is fully considered, and the settlement of each foundation pile in the pile group is deduced in use of shear displacement method. +e example analysis shows that the axial force distribution of single pile considering the self-weight and the pile-end resistance ratio is in good agreement with the experimental data.+e settlement error of a single pile calculated by the traditional method is 18.52% compared with measured value. When the self-weight and end resistance ratio are not considered, the error reaches 2.26%. However, the error could reduce to 1.64% when they are taken into consideration. It has a good applicability to calculate the settlement of pile group through the τ-z curves of single pile. Also, it can better forecast the settlement behavior of the pile group under similar conditions.


Introduction
In the past decades, some methods have been used for the settlement calculation of pile groups. ey mainly include equivalent pier foundation method, layered summation method, load transfer method, and finite element analysis method [1]. A great deal of research has been done on the application of these methods. e equivalent pier foundation method and the layered summation method take the pile group and the cap to be a whole, which is good for calculating the overall settlement of the pile group. However, it cannot analyze the differential settlement between the piles in the pile group foundation. e load transfer method is very effective in calculating the settlement of a single pile, while it cannot account for the continuity of the soil and the interaction between the pile and surrounding soil as used in group pile calculation. e finite element analysis method can well describe the geometric characteristics of the pile group and the specific parameters of the soil around the pile. However, due to the complexity of modeling, the calculation accuracy is greatly affected by the selection of the parameters, which results in some limitations in engineering applications to some extent. e shear displacement method was proposed by Cooke in 1974. e soil displacement caused by the shaft shear stress is regarded as the logarithmic relation of radial distance away from pile. e interaction among piles can be considered by the superposition principle. It is a simple and efficient method in analyzing the response of axially loaded pile [2,3]. Later, the shear displacement method is used to analyze pile group effect and pile-pile interaction [4,5]. Based on shear displacement method, Lin et al. [6,7] proposed a simplified formula of interaction coefficient and established a flexibility matrix equation for pile group settlement calculation.
In practical applications, static load tests of a single pile were carried out in the foundation design of most projects.
is has attracted more and more attention from researchers about how to use single pile test results to effectively estimate the deformation behavior of pile groups.
Mostly, researchers estimated the settlement of pile groups through the load-settlement curve of a single pile. e foundation parameters are obtained through back analysis of the load test, and the interaction between the piles is described by the mutual interaction factor [8,9]. Mao and Jiang [10] analyzed the load test of a single pile and obtained the equivalent deformation modulus. e Mindlin solution, Boussinesq solution, and the superposition principle were used to compute the interaction between the piles in the pile group, and the C++ program was compiled to calculate the settlement of pile group. Pan et al. [11] established a load transfer model for a single pile which is similar to hyperbolic function. Based on the Runge-Kutta method, they considered the pile to pile interaction and proposed an improved load transfer method to calculate response of the pile group.
e key for calculating the settlement of pile group by a single pile is the analysis of the interactions among piles. Moreover, the consideration of the mutual reinforcing effects plays a very important role in analyzing the interactions between piles. Liang et al. [12], Yan and Zhang [13], and Xin [14] considered the effect of the foundation pile itself on the deformation of soil and studied the reinforcement effect of the pile group. Sheil and McCabe [15] took the reinforcement effect of unloaded pile into account and calculated the settlement of pile raft foundation by nonlinear iterative method. Not only is the settlement of the piles in the group pile foundation related to the skin friction of the piles, but also is closely related to the mutual reinforcement effect of other surrounding piles [15,16].
In addition to the load-settlement curve, the τ-z curves obtained from the static load test also contain rich information of pile-soil interaction. Moreover, it can well reflect the feedback of the pile and soil under the axial load. In this work, the τ-z curves obtained from test under a certain load are fitted, and thus the τ-z curves under different loads are derived from it. Considering the effect of the existence of piles on surrounding soil and the mutual reinforcing effect between piles, the settlement of pile group is deduced by the τ-z curves of a single pile. By comparison with the numerical analysis method, the method proposed in this work greatly saves the calculation time, and the calculated results are in good agreement with test value.

Fitting and Derivation of Single Pile
Under the different axial load of pile top, although the magnitude of pile side friction along depth is different, its curves are close to each other along the tangent direction of the corresponding side friction when the depth changes. In other words, the development of pile side friction along the depth under different load levels has a certain proportion relationship. ey are similar in one-dimensional direction. One-dimensional similarity was introduced to describe this phenomenon. In this work, based on an example, the functional expressions between the skin friction and the depth of a single pile are obtained by fitting. According to the one-dimensional similarity of τ-z curves, the disparate functional expressions under different loads are derived.
For the super-long pile in soft soil area, the bearing capacity provided by pile end is very small under working load. Almost all the bearing capacity is provided by the pile skin friction, and the settlement of the pile top almost comes from the compression of the pile body, which is shown as purely frictional pile [15,17]. erefore, it is assumed that the piles studied in this paper behave as frictional piles.
A loading test on a single pile S3 in multilayered soils was obtained from Xin [18]. e site has 23.36 meters silty clay, and the thickness of the soft soil is 52.3 m. e parameters of soils are as shown in Table 1. Figure 1 illustrates the schematic diagram of the pile and soil strata. e test pile, S3, is 1.1 m in diameter with a length of 88.17 m. It is a typical super-long pile in the soft soil area. e bearing stratum is moderately weathered bedrock and the pile top settlement is 49.52 mm under bearing load.
In the literature, the τ-z curves under different loads are similar. e parameter φ � z/L a is introduced where L a is the effective length of pile and z is the depth from the pile top. In this paper, L a is taken as the value of pile length. τ(φ) is the value of skin friction with change of φ. e polynomial function is used to fit the relationship between skin friction and effective depth under a certain load P 0 . When the polynomial is of order six in origin software, it is enough to meet the fitting accuracy requirements. Taking P 0 � 9600 kN as an example, the fitting function is obtained as follows: (1) In (1), g i is the polynomial coefficient [19]. e fitting curve and measured curve are shown in Figure 2. As shown in Figure 2, the skin friction first increases and then decreases with the increase of depth. e friction resistance along pile is gradually developed, and the skin friction of upper soil layer is prior to that of lower soil layer. It is an asynchronous process. e correlation coefficient of two curves, R 2 , equals 0.9319. e closer the value of R 2 is to 1, the better the accuracy of fitting curve is.
It is not difficult to find from Xin et al. [18] that τ-z curves under different loads have some common features along the depth. e magnitude and direction of tangent slope of τ-z curves are approximately the same, though the values of skin friction are different at the same depth. ere are similar situations found in other literatures, such as Zhu et al. [20], McCabe [21], and Chen [15]. It can also be said that there is one-dimensional similarity between τ-z curves under different loads. Let τ 0 (φ) be the fitting curve of skin friction; τ * (φ) is the derived curve of skin friction at the same depth and Δ(φ) is any small differentiable function. e following is the derivation of the above-mentioned terms: Let

Advances in Civil Engineering
where h is the infinitesimal parameter. en, (2) changes to And where P 0 , P * is the corresponding load of τ 0 (φ), τ * (φ), respectively. It is easy to get the value of h by (6). erefore, according to the one-dimensional similarity between the τ-z curves under different loads in the same test, we can get the functional expressions between the skin friction and the effective depth under any load by When the pile top load P * � 12000 kN, substitute P * , P 0 , and (1) into (7). So, the functional expressions between pile skin friction and the depth can be written as e calculated skin friction by derived equation is compared with the measured data, as shown in Figure 3. e correlation coefficient R 2 is 0.9336, which verifies the correctness of the derived equation.    Table 2. e closer the correlation coefficient is to 1, the closer the two types of data are. It can be seen from Table 2 that, under different top loads, the minimum value of the fitting correlation coefficient is 0.8617 and the maximum value is 0.9745 which indicates that the calculated and derived value have a good fit. e method proposed also has been applied to different field test [21]. Taking P 0 as 46 kN in this case. When pile top load P * is taken as different values, the derived functions can be obtained in use of the same method. e correlation coefficients R 2 are shown in Table 3. A good agreement between the measured values and derived curves is generally observed from Table 3. Moreover, the reliability of the proposed method in this paper is further proved.

Case Study on Response of Single Pile
e case analyzed was presented by Chen [15]. A friction super-long pile was driven to a penetration of 67.5 m and had a diameter of 0.85 m. e bearing capacity of single pile was designed as 12000 kN. e concrete strength grade of the pile is C50 and the elastic modulus was adopted as 34.5 GPa.
e τ-z curves under different loads can be obtained from the literature of Chen [15]. Firstly, a polynomial is used to fit the functional expressions between the pile skin friction τ and parameter φ when P 0 � 9600kN, as shown in the following equation: In practical engineering, the pile end still provides small bearing capacity. When calculating the total skin friction of pile, the pile-end resistance ratio β is introduced in this case to consider the pile-end force in soft area. 'β' is equal to the pile-end force divided by the sum of pile-end force and the total skin friction. Assume that β � 0.06 here when combining the test data in soft soil area [22,23]. When the top load P * � 8400 kN, the pile skin friction can be expressed by the following equation according to the one-dimensional similarity of skin friction curves under different loads: e correlation coefficient R 2 is 0.9725 when P 0 is taken as 9600 kN. And the value of R 2 equals 0.9568 when P * is 8400 kN. Comparing the measured value with fitting curve and derived curve, the results are shown in Figure 4. As can be seen from Figure 4, the fitting curve and the derived curve in this paper can well reflect the variation rule of pile skin friction along the depth. In addition, they are in good agreement with the experimental value.
Because super-long pile has large length, neglecting the weight of the pile body during the calculation will have a greater impact on the calculation results. erefore, it is    particularly necessary to consider the self-weight of superlong pile. e axial force of a super-long pile can be expressed by the first following equation, and the total skin friction along the pile can be calculated by the second following equation. us, we can easily obtain the axial force at different depths along the pile. When taking and not taking the self-weight of the pile into account, the distributions of the axial force along the depth direction are calculated and compared with the experimental data, as shown in Figure 5: where N is the axial force of the pile; P i is the acting load at the top of the pile; Q w is the self-weight of the pile body; T is the total frictional resistance in the range of 0 to z. As can be seen from Figure 5, the axial force of pile decreases gradually with the increase of depth. e decrease of axial force in the upper part of pile body is very slow, and it increases gradually as the depth continues to increase. When the pile top load is 120,00 kN, the errors of axial force at the depths of 37.2 m and 66.2 m without considering the self-weight of pile are 3.4% and 24.56%, respectively. After considering the weight of pile, the errors are reduced to 0.75% and 11%, respectively. It is closer to the experimental data of axial force distribution when considering the selfweight of super-long pile. erefore, it is quite necessary to consider the self-weight of the pile in the analysis of the settlement of the super-long pile and the force distribution along the pile.
Since load of pile top P i and weight of pile Q w are constant values, the key to calculate the axial force N is the calculation of total frictional resistance T according to (11). e value of T is obtained based on fitting polynomial. From Figure 4, it can be found that the simulation effect of the side friction τ is slightly worse than the lower part of the pile when φ is on the range of 0 to 0.4. is also leads to the error of total frictional resistance T while φ is between 0 and 0.4. Hence, the error of the axial force N is slightly larger when considering Q w around the depth of 0-28 m in Figure 5. However, this does not affect the overall consistency of the calculated axial force with the experimental data when Q w is considered.
In practice, the super-long piles mostly appear as frictional piles. However, the pile end also bears part of the force. Figure 6 is the comparisons of the axial force distribution when considering and not considering the end resistance ratio of super-long pile as well as the measured value. It can also be seen from Figure 6 that the axial force of the pile is significantly smaller than experimental value without considering the end resistance ratio β. As the pile top load is 120,00 kN, the errors of axial force at the depths of 37.2 m and 66.2 m without considering the end resistance ratio are −3.4% and −38.08%, respectively. e errors after considering the end resistance ratio are reduced to 0.21% and 8.5%, respectively. Consequently, in this paper, distribution analysis of axial force with taking the end resistance ratio β into account is more consistent with the actual condition. e calculated axial force is more in line with the experimental value as well. e settlement of pile under axial load is mainly composed of the compression of pile body and the soil at end of pile. In practice, the load on the pile end is very small. e pile top load is mainly borne by the skin friction, which mostly appears as friction piles. Zhang [24,25] carried out a lot of researches on super-long piles. According to the experimental results, the compression of the pile body accounts for a large part of the total settlement, and the proportion can reach more than 80% under the ultimate load. In area of deep soft soil, this phenomenon is more where E is the elastic modulus of the pile body. A p is the cross-sectional area of pile. Table 4 compares the settlement values of simplified calculation method in the code, method in this work and the experiment. It can be seen that the error between the simplified calculation method in the code and the measured value is 18.52%. When the end resistance ratio β is not considered, the error between calculation method in this paper and experimental value is 2.26%. However, the error is reduced to 1.64% when end resistance ratio β is considered, which shows a good agreement with the experimental value. e traditional method assumes that the distribution of axial force along the pile is just like an inverted triangle. is assumption means that pile end is not subjected to force, which will produce a large error in the calculation. e method presented in this paper considers the force borne by the pile end, and the calculated value is slightly larger than the measured value, which indicates that it is safe in actual engineering.

Derivation of Pile
Group. By using τ-z curve of a single pile, the functional expressions between the pile skin friction and the depth of a foundation pile in a pile group can be obtained. Fully considering the mutual reinforcing effect of piles in pile groups, thus the deformation behavior of the foundation pile is derived. e reinforcing effect in pile group is mainly caused by the shear stress of the pile side. In this paper, the shear stress on the side of a single pile is connected to that on the side of a foundation pile in a pile group. e specific analysis is as follows: When pile i exists independently and the axial load P i is applied on the top of the pile i, τ i0 is taken as the skin friction at the depth z of pile i. At the same time, in the above case, when the adjacent pile j exists and the pile top is unloaded, the skin friction τ i0 in the soil around the pile i is transmitted radially outward based on the thin ring concentric cylinder shear mode. en, τ ji , the skin friction of the pile j at the same depth, can be written as the following equation according to Randolph and Worth [26]: where S ij is the center to center spacing between pile i and j. r m is the radial distance from the pile center to a point where the shear friction caused by pile can be ignored. Its value can be taken according to Lin and Dai [7]. e existence of pile j will make itself generate reaction force with the same value with τ ji but in opposite direction. e reaction force will transmit along the radial direction and be applied on the pile i, which will make pile i produce the upward reduction. Substituting τ i0 � τ ji into (14), so, the reduction of the skin friction on pile i, τ i01 , can be computed by the following equation: Pile i has no load while axial load P j is applied on pile j; the shear stress τ j0 of pile j is transmitted along the radial direction, so that pile i generates a passive shear stress, namely, τ ji ′ , which has a downward direction. e value of τ ji ′ can be presented by the following equation: Meanwhile, due to the reinforcing effect of the pile j on the pile i, the upward reduction of the shear stress of the pile i will emerge. Substituting τ i0 � (τ ji ′ r 2 0 /S 2 ij ) into (14), the value of reduction of the shear stress, τ j01 , can be expressed as  Advances in Civil Engineering en, the effect of the existence of the pile and mutual reinforcing effect among the piles on the skin friction is fully taken into consideration. e skin friction of the foundation pile i in the pile group can be expressed by the following equation: Assuming τ i0 � τ j0 and generalizing (18) to the pile group, then, where N e represents the number of piles within the affected area. Substituting (19) into (12), the total skin friction of the foundation pile in the pile group, T, can be obtained: en, substituting (20) into (13), the settlement of foundation pile i in pile group, w i , can be written as When the top load Q of pile group cap is known and the cap is rigid, the settlement of each foundation pile can be obtained by the following equation: When the cap is flexible, the following equation (23) will be adopted to calculate the settlement of each foundation pile:

Case Study on Response of Pile
Group. e first case was reported by Mao and Jiang [10]. Southwest Jiaotong University and Central South University carried out single pile static load tests and pile group tests on the 505# pile foundation of the Yangcheng Lake section of the Beijing-Shanghai high-speed railway.
e bearing platform has 6.8 m in width, 10.5 m in length, and 2 m in thickness. e pile foundation has 10 piles in total, while each pile has a diameter of 1 m and is driven to a penetration of 55.5 m. e concrete strength of pile body is C30. e schematic diagram of pile location is shown in following Figure 7. Here, the piles  Advances in Civil Engineering 1, 2, 7, and 8 are defined as corner piles, the piles 3, 4, 5, and 6 are defined as edge piles, and the remaining piles 9 and 10 are defined as center piles. Because the pile foundation in this case is a symmetrical structure, the forces and settlement of the pile at the same location are the same as well. Firstly, the functional relationship between the skin friction and the parameter φ of single pile is obtained by fitting when the top load is 1380 kN. e correlation coefficient R 2 between the fitting value and the measured value is 0.90. Deriving the relationship between the skin friction and the parameter φ under different loads and compared with the measured value, the results are shown in Figure 8. When the top load of a single pile is 920 kN and 1,840 kN, the correlation coefficients between the derived value and the measured value are 0.9682 and 0.9874, respectively. It is not hard to draw a conclusion that the method in this paper can better predict the relationship between the skin friction and depth under different loads. e vertical load of the pile foundation is 15,984 kN in total. e effect of the bottom soil of the cap is neglected in the calculation. e elastic modulus of the pile is adopted as 30 GPa. Substituting the relevant parameters into the formula mentioned above, the calculated results are shown in Table 5.
It can be found out from Table 5 that the load distribution trend of the corner pile, edge pile, and center pile calculated in this paper is consistent with Mao and Jiang [10]. In this paper, the calculated settlement of pile foundation is 2.91 mm, and the error with the measured settlement value is only 6%. e calculation results have good accuracy.

Conclusions
is work investigates the distribution pattern of skin friction along depth of single pile in static load test by fitting the τ-z curve of a single pile to obtain the functional expressions between the pile skin friction and the depth. Based on the one-dimensional similarity of τ-z curves of single pile, the functional expressions between the skin friction and depth of single pile under other axial loads can be derived. e effects of the self-weight and the end resistance ratio on axial force distribution of the super-long pile have been analyzed. e results indicate that the error of the axial force considering the self-weight and the end resistance ratio is far less than the calculated result without considering these. It is more in line with the actual distribution of axial force when taking the self-weight and end resistance ratio into account. Meanwhile, the calculated axial force has a good agreement with the experimental value. Comparing the test data with calculated settlement of the single pile by different methods, this shows that the error between the traditional method and test data is 18.52%. e error will reach 2.26% without considering the end resistance ratio. When the end resistance ratio is considered, the error of settlement will reduce to 1.64%. e accuracy of calculation method proposed in this work is further certificated.
Fully considering the effect of piles existing on the surrounding soil and the mutual reinforcing effect between the piles in the pile group, the calculation model of the foundation piles is derived. e error between the measured value and calculated value is only 6%. It is not hard to find that the method in this paper has a good consistency by comparing the calculated results of this paper with those measured by Mao and Jiang. Also, it can better predict the deformation behavior of pile group under similar conditions.

Data Availability
e underlying data used to support the results of this study are included within the article.

Conflicts of Interest
All authors declare that there are no conflicts of interest in this paper.