## 1 Introduction
Few more studies have been performed on longitude strain, which have measured the instrumented piles [8; 9; 10; 11; 12; 13], transferring of load in rapid pile axial loading [14], static, dynamic, seismic, and cyclic lateral load of pile classifications [15; 16; 17], rigid and flexible pile behaviors in diverse soft soils [18; 19; 20], and skin friction resistance measurement in piles [21]. Some studies have been conducted based on numerical simulations, however, others have been performed on field monitoring ([PERSON] and [PERSON] [22]; [PERSON] et al. [23]; [PERSON] et al. [24]; [PERSON] et al. [25]; and [PERSON] et al. [26]). [PERSON] et al. [27] propose a reliable designing model for bored-piles following in-situ tests by SPT. [PERSON] [28] has also introduced an appropriate design for piled rafts, comprising three stages: (1) assessing the feasibility of piled raft application accompanied by the required pile number, (2) evaluating where piles are needed and its general features, and (3) obtaining the optimum number, location, and configuration of a pile and computing the settlement distributions, bending moment and shear in the raft, and the pile loads and moments. [PERSON] et al. [29] studied the effect of an enlarged base on the total and end bearing resistance of a pile for use in ice-rich permafrost. Therefore, the total capacity of a bored-pile has mainly inclined by belled-pile usage. [PERSON] et al. [30] studied the bearing capacity of driven piles in sands following SPT by applying 60 previous cases. Data included 43 full-scale, 17 dynamic tests, and static pile load testing analyzed by control and provisioning of wireless access points (CAPWAP). Note that, SPT data have been used close to the pile locations. Another model, as standard penetration test N(SPT-N), has been conducted and proved to have less scatter with higher accuracy. [PERSON] et al. [31] applied an elastic-plastic model showing the load-settlement relationship, and provided a simple method to analyze the behavior of a pile group and/or a single pile embedded in multilayered soils using two methods like an approach to enable a quick estimation of pile group settlement and/or a single pile embedded in multilayered soils providing time and cost saving. [PERSON] and [PERSON] [32] explained the relations between the ultimate vertical bearing capacity and SPT for the jacked pile. These case studies confirm the accuracy and reliability of the formula, mainly in silent pipe pile bearing capacity calculation. Assessing the friction capacity of driven piles in clay has been performed through the use of multivariate adaptive regression spline (MARS) by [PERSON] [33], which led to D (diameter), L (length), undrained shear strength, and effective vertical stress as MARS input and friction capacity as output compared using artificial neural network (ANN). MARS, as a robust model, has been applied to predict the friction capacity in driven piles installed in clay. Meanwhile, another research carrying the same approach has been conducted on cohesionless soil by [PERSON] [34]. [PERSON] et al. [35] investigated the uplift capacity of belled-piles in weathered sandstones of the Persian Gulf coast. Accordingly, few full-scale pullout load tests on belled tension piles in Abu Dhabi have also been performed. Comparing the results from the field, 3D finite element (FE), and theoretical methods have overestimated the ultimate pullout resistance of belled-pile without bell shape considerations [35]. [PERSON] [36] compared the results of high strain dynamic and static load tests of single helical-screw piles in cohesive soils. High strain dynamic pile load experiments have been performed on both driven steel open-pipe and helical piles. Case Pile Wave Analysis Program (CAPWAP) and full-scale static load test have confirmed high strain dynamic testing (HSDT) as a reliable tool for assessing static helical pile capacity. [PERSON] et al. [37] stated that in a typical design, the skin friction and the base resistance are majorly independent.