Dynamic Soil Structure Interaction of a High-Rise Building Resting over a Finned Pile Mat

: High-rise building safety is generally supported by pile-mat systems. They must be sturdy enough to withstand potential lateral loads brought on by earthquakes, wind, dredging, and machine vibrations, in addition to increased axial loads. An innovative piled-mat foundation system is required to deal with these impacts because standard pile foundation systems only have lateral capacities that are 10% of their axial capacities. This study aims to reduce the damage caused by seismic impacts on high-rise buildings using shear walls supported by piled mats, thereby minimizing vibrations within the structure. Compared with conventional pile systems, the ﬁnned-pile foundation is a proven method that can withstand a 65% to 80% higher lateral load; hence, a series of SSI analyses were performed on a 25-story high-rise building, with the shear wall resting on a ﬁnned-pile mat (FP-Mat), under a far-ﬁeld earthquake excitation, using ABAQUS software. The seismic responses were studied by performing a time–history analysis on the FP-Mat, with varying ﬁn-lengths (L f ) of 0.2L p , 0.4L p , 0.6L p , and 0.8L p , which was compared with an analysis of a conventional piled-mat (RP-Mat). The seismic responses for RP-Mat and FP-Mats were studied with peak-acceleration, maximum horizontal displacement, and inter-story drifts acting as the damage parameters. The provision of FP-Mats signiﬁcantly reduced the vibrations and seismic effects on the building, and as the ﬁn-length increased, the vibrations and seismic effects reduced further. The drifting bound was also reduced as the ﬁn-length increased. The optimum ﬁn-length for FP-Mats is suggested to be 0.6L p in terms of seismic performance and construction efﬁciency. This study helps one understand the seismic behaviors of high-rise buildings resting on ﬁnned pile mats.


Introduction
The majority of constructed multi-story buildings have a significant design margin to allow for the inclusion of sensible amenities and equipment. Most of the earlier literature treats a building's base as rigid when conducting a seismic response study. The amplification and de-amplification of vibrations depends on the type of structure and the type of soil over which it is established. When performing a seismic-response analysis of a rigid base of a high-rise building, considering an unamplified time history would underestimate the level of vibrations; therefore, it is advantageous to consider the interactions between the soil, pile, and structure when studying the response of multi-story structures to seismic disturbances [1,2]. The majority of internal stresses in the system exchange are due to the fact that the soil stiffness deteriorates due to seismic excitation, where some of the supplied energy is lost, owing to soil damping [3] and changes in input excitation in the system [4].
The dynamic loads, which emerge due to the operation of the machine and earthquake, have a detrimental effect on the structure's performance, thereby amplifying the damage parameters (i.e., horizontal displacement and inter-story drifts) [5][6][7]. The seismic response of high-rise buildings with shear walls are thus of higher importance, and their performance    El-Centro earthquake data used for time-history analysis (Source: [26]).
All structural sections were made from M-35 grade concrete, with a compressive strength of (fck) 35 MPa. The Young's modulus of the concrete was Ec = 5000 (fck) 0.5 (29,580 MPa), it had a unit weight of 25 kN/m 3 , and a steel rebar made from Fe-500 grade steel, with a yield strength (fy) of 500 MPa; these factors were used for the analysis, and the properties were defined as per [18,24]. The damping of 5%, which occurred within the structural members, was considered for the dynamic analysis. The dimensions of all the structural elements are listed in Table 1 and Figure 3. The fundamental frequency and total mass of the fixed base building were found to be 0.547 Hz and 33.45 t, respectively. From the results of the dynamic structural design, the building period was found to be 1.827 s, and the effective mass ratios for the first three modes, and for the end of all modes, were found to be 0.7195 and 0.9187, respectively. El-Centro earthquake data used for time-history analysis (Source: [26]).
All structural sections were made from M-35 grade concrete, with a compressive strength of (f ck ) 35 MPa. The Young's modulus of the concrete was E c = 5000 (f ck ) 0.5 (29,580 MPa), it had a unit weight of 25 kN/m 3 , and a steel rebar made from Fe-500 grade steel, with a yield strength (f y ) of 500 MPa; these factors were used for the analysis, and the properties were defined as per [18,24]. The damping of 5%, which occurred within the structural members, was considered for the dynamic analysis. The dimensions of all the structural elements are listed in Table 1 and Figure 3. The fundamental frequency and total mass of the fixed base building were found to be 0.547 Hz and 33.45 t, respectively. From the results of the dynamic structural design, the building period was found to be 1.827 s, and the effective mass ratios for the first three modes, and for the end of all modes, were found to be 0.7195 and 0.9187, respectively. With the base reactions obtained from the structural analysis, which was conducted using the ETABS software, the foundation system was designed using SAFE software. The details of the piled-raft foundation system were finalized (i.e., safe against, one-way-shear, two-way (punching) shear criteria as per IS: 456-2000) [18]. The design details of the sub-structure (i.e., a piled-raft foundation in which 2 m of thick raft, with 20 m × 20 m plan dimensions, supported over 81 square piles; its cross-section measured at 0.25 m 2 (9 × 9 piled configuration), and it was 30 m in length (L p ), with pile spacings (S) of 2.25 m) is shown in Figure 3.

Material Properties
For this study on seismic soil interactions, the soil was collected from one of the sites of the Mangalore Special Economic Zone (MSEZ), its soil properties were tested as per SP-36:Part-1, 1987 [27], and the soil was classified as low compressible silt-poorly graded sand (ML-SP), as per ASTM D-2487-17e1, 2017 [28]. The high-rise (25-story) building was composed of M35 grade concrete, as per IS: 456-2000 [18], and its sub-structure (i.e., the piled-mat) was thought to be embedded in the silt-soil. The properties of the soil and the structural elements of the M35 concrete were the same as those used in the structural design; those used in the present SSI analysis are listed in Table 2. A dilation angle of 1 • was used to avoid divergence in the FEM analysis. The structural elements are defined as visco-elastic materials. The structural damping value adopted for the analysis was 5%, and this was incorporated in the form of Rayleigh coefficients, α = 0.2015 and β = 0.012, which were based on the modal frequencies. The results were validated well using the work of Zhang et al. [8]; the maximum lateral deformation for the fixed-base structure and flexible base structure were compared with the present study, as shown in Figure 4, and good agreement was found between both the models.

Three-dimensional FEM Modeling
The ABAQUS-CAE software package [29] was used to study the dynamic soil-structure interaction in which the Rayleigh coefficients (α and β) were calculated by considering the frequency-dependent damping that forms the different modes comprising the soilfoundation [30]. The mass damping factor (α) and stiffness damping factor (β) utilized in the study were 0.758 and 0.012, respectively. Each of the structural elements, detailed above in Table 1, were modeled as separate parts and assembled in their respective positions. They were later merged to form the super-structural part of the multi-story building, as shown in Figure 3. The piled-raft is modeled as a single part by defining the raft as 2 m thick and extruding the 30 m length piles beneath it. The cut geometry command was used to cut the unwanted part of the soil (i.e., to excavate the soil portion so that it could be occupied by the pile-raft).
To examine the soil-structure interaction, surface-to-surface contact was used to ascertain the interactions between each pile, mat, and the neighboring soil. In cases where the soil was the softer material between the soil and the structure, the soil-surface was

Three-Dimensional FEM Modeling
The ABAQUS-CAE software package [29] was used to study the dynamic soil-structure interaction in which the Rayleigh coefficients (α and β) were calculated by considering the frequency-dependent damping that forms the different modes comprising the soilfoundation [30]. The mass damping factor (α) and stiffness damping factor (β) utilized in the study were 0.758 and 0.012, respectively. Each of the structural elements, detailed above in Table 1, were modeled as separate parts and assembled in their respective positions. They were later merged to form the super-structural part of the multi-story building, as shown in Figure 3. The piled-raft is modeled as a single part by defining the raft as 2 m thick and extruding the 30 m length piles beneath it. The cut geometry command was used to cut the unwanted part of the soil (i.e., to excavate the soil portion so that it could be occupied by the pile-raft).
To examine the soil-structure interaction, surface-to-surface contact was used to ascertain the interactions between each pile, mat, and the neighboring soil. In cases where the soil was the softer material between the soil and the structure, the soil-surface was called the slave-surface. Moreover, the pile or mat was called the master-surface for the soil-pile and soil-mat interaction cases, respectively. Tangential contact (friction contact) was defined using a frictional behavior that was formulated using contact-pressure data to simulate the Mohr-Coulomb failure criteria, as shown in Equation (1) [11,14,31]. The interaction reduction factor (R inter ) of 0.75 was used in most of the geotechnical simulations [32,33] in order to reduce the interface's shear strength, which is dependent on the roughness of the pile, and the pile construction method used in the field [34]. Normal contact was defined as hard so that the pile did not puncture the soil stratum.
Mesh sensitivity analysis was performed to reduce the computational time of the analysis. For meshing, various element distributions, which were designated as very coarse, coarse, medium, fine, very fine, and refined, were used generating 27,628, 68,248, 134,462, 268,612, 352,840, and 153,572, elements respectively. Considering the computational time and the accuracy of the results, the refined element distribution was found to be the most efficient for meshing purposes when compared to the other element distributions; hence, the refined element distribution was adopted for model meshing. Indeed, finer meshing was used near points where large amounts of stress were concentrated, and coarser meshing were used in places that were further away from these highly concentrated areas of stress. The soil and structural elements were defined as solid parts, and they were coupled with C3D8R elements in order to avoid reflecting earthquake vibrations back into the model. The far-field soil was modelled using the infinite CIN3D8 elements that were used to absorb the vibrations from the unbound soil, as shown in Figure 5.
Boundary conditions were set in order to avoid a translation, in all three directions, of the soil base in the initial step (U X = U Y = U Z = 0). Since earthquake loading was applied in the x-direction, a translation in the x-direction (U X ) was allowed when performing the time-history analysis during the earthquake step. Moreover, the sides of the soil model were restricted from being translated in both the x and y directions (U X = U Y = 0) for both steps. The complete three-dimensional model used for the time-history analysis is shown in Figure 5.
Indeed, finer meshing was used near points where large amounts of stress were concentrated, and coarser meshing were used in places that were further away from these highly concentrated areas of stress. The soil and structural elements were defined as solid parts, and they were coupled with C3D8R elements in order to avoid reflecting earthquake vibrations back into the model. The far-field soil was modelled using the infinite CIN3D8 elements that were used to absorb the vibrations from the unbound soil, as shown in  Boundary conditions were set in order to avoid a translation, in all three directions, of the soil base in the initial step (UX = UY = UZ = 0). Since earthquake loading was applied in the x-direction, a translation in the x-direction (UX) was allowed when performing the time-history analysis during the earthquake step. Moreover, the sides of the soil model were restricted from being translated in both the x and y directions (UX = UY = 0) for both steps. The complete three-dimensional model used for the time-history analysis is shown in Figure 5.

Numerical Analysis Program
A soil structure interaction (SSI) is defined as an exchange of internal stresses between the soil and the structure that is developed in the system during an earthquake. It also alters the dynamic response of the soil-structure system as soil stiffness degrades during an earthquake. The provision of SSIs is a proven technique with which to predict

Numerical Analysis Program
A soil structure interaction (SSI) is defined as an exchange of internal stresses between the soil and the structure that is developed in the system during an earthquake. It also alters the dynamic response of the soil-structure system as soil stiffness degrades during an earthquake. The provision of SSIs is a proven technique with which to predict the structure's actual response. Most previously published research [35][36][37][38][39][40] concluded that the pile-raft technique is an alternative method to the examination of SSIs, with regard to overcoming potential disastrous effects on buildings. This is because post-earthquake effects on buildings cannot be nullified with any of the remedial foundation techniques, but they can be maximally reduced in order to reduce the detrimental effects of earthquakes on high-rise buildings.
The use of finned piles is an innovative technique that has an advantageous lateral response over regular piles in a system. During the search for such an innovative approach for use as a remedial measure, a series of time-history analyses were performed on a 25-story building resting over a finned pile-mat system. The response of the finned pile-mat system was compared with the regular pile-raft system. The schematic view of the regular piled-raft and finned pile raft is shown in Figure 6. The size of each pile used in the study was calculated as B × B (0.5 m × 0.5 m), and their lengths were calculated as L p (30 m). In addition, finned piles, with fin widths (W f ), assumed to have the same as pile width (B) i.e., 0.5 m, fin thicknesses t f (0.15 m), and fin-lengths (L f ) as those in regular pile.
for use as a remedial measure, a series of time-history analyses were performed on a 25story building resting over a finned pile-mat system. The response of the finned pile-mat system was compared with the regular pile-raft system. The schematic view of the regular piled-raft and finned pile raft is shown in Figure 6. The size of each pile used in the study was calculated as B × B (0.5 m × 0.5 m), and their lengths were calculated as Lp (30 m). In addition, finned piles, with fin widths (Wf), assumed to have the same as pile width (B) i.e., 0.5 m, fin thicknesses tf (0.15 m), and fin-lengths (Lf) as those in regular pile. The SSI numerical analyses program that was performed using ABAQUS is shown in Table 3 below. The series I analysis was performed with a RP-Mat (regular pile-mat), and the response of the RP-Mat will serve as a reference for comparison. Series II analyses were performed with a FP-Mat (finned pile-mat), with varying fin-lengths (Lf) of 0.2Lp, 0.4Lp, 0.6Lp, and 0.8Lp; the responses from these analyses will provide the data to decide the effectiveness of the FP-Mat under earthquake loading conditions. The responses are recorded in terms of the seismic damage parameters, which are peak acceleration, peak displacement, inter-story drift, and drifting bounds. The story-drift [25] and inter-story drift [8] are calculated as shown in Equations (2) and (3) below. The inter-story drift ratio plays important role in deciding the detrimental effects of an earthquake on a building, as it defines the average rotation angle between the column and beam. The SSI numerical analyses program that was performed using ABAQUS is shown in Table 3 below. The series I analysis was performed with a RP-Mat (regular pile-mat), and the response of the RP-Mat will serve as a reference for comparison. Series II analyses were performed with a FP-Mat (finned pile-mat), with varying fin-lengths (L f ) of 0.2L p , 0.4L p , 0.6L p , and 0.8L p ; the responses from these analyses will provide the data to decide the effectiveness of the FP-Mat under earthquake loading conditions. The responses are recorded in terms of the seismic damage parameters, which are peak acceleration, peak displacement, inter-story drift, and drifting bounds. The story-drift [25] and inter-story drift [8] are calculated as shown in Equations (2) and (3) below. The inter-story drift ratio plays important role in deciding the detrimental effects of an earthquake on a building, as it defines the average rotation angle between the column and beam.
Inter storey drift = Storey drift Storey Height × 100 (3) Table 3. Numerical analyses program of the present SSI study.

Analysis of the Regular Pile-Mat
To study the response of the 25-story building that was supported using a RP-Mat, an analysis was performed using a 3D FEM model of a RP-Mat; the details for which are mentioned in series I of Table 3, and they are shown in Figure 4. The response of the model was aggregated in the form of time-history plots (i.e., acceleration variation and inter-story drift experienced by various floor levels of the building). The acceleration (time-history) plots are shown in Figure 6; it was observed that the building experienced greater acceleration for higher floor levels, with its peak acceleration (a p ) varying between 0.012 g at the base, to 0.25 g (71.6% of the applied earthquake) on the top floor (25th floor) of the building as shown in Figure 7.   The variation of the inter-story drift is shown in Figure 8; it was observed that the interstory drift increased as we proceeded towards higher floors, which is due to the higher vibrations experienced by the building, as shown in Figure 7. Moreover, the building experienced a higher inter-story drift, corresponding to 6.82 s, as the floor level increased, and the maximum story drift was found to be about 0.0084 m (forming an inter-story drift of 0.28%), which is well within the permissible story drift of 0.012 m, as per IS: 1983 [25]; hence, to study the effect of the FP-Mat in reducing the seismic response of a building, we proceeded with the available model to study improvements that could be made.

Analysis of the Finned Pile-Mat
To study the effect of the finned pile-mat (FP-Mat) in terms of reducing the seismic response of a multi-story structure, a series of analyses were performed on FP-Mats of varying fin-lengths (L f /L p ), which were 0.2, 0.4, 0.6, and 0.8, respectively. The 3D models of the FP-Mats utilized in this study are shown in Figure 9 below. The time-history analyses were performed on FP-Mats that were similar to RP-Mats, using the El-Centro earthquake data ( Figure 2).

Time-History Plots
The time-history plots (acceleration and inter-story drift) of the various floor levels of the 25-story building, which was supported by the FP-Mats mentioned above, are shown in Figures 10 and 11, respectively. The provision of an FP-Mat under a multi-story building drastically enhances seismic behavior, and thus, the peak acceleration and inter-story drift of the top floor were reduced by 99.99%, in comparison with the RP-Mat, thereby reducing the effects of detrimental vibrations on the building.
Moreover, a stiffer response was observed in the building supported by the FP-Mats as they had greater fin-lengths. Due to the increased flexural stiffness of the piled-mat system, greater passive resistance was developed against the applied seismic loading. The peak inter-story drift for buildings on FP-Mats occurs at the time points 5.67, 11.14, 5.66, and 11.16 s, with fin-lengths (L f ) of 0.2L p , 0.4L p , 0.6L p, and 0.8L p , respectively, as shown in Figure 10 below.

Effect of Fin-Length on the Seismic Response of the Structure
To study the effect of the fin-length (L f ) of finned piles in FP-Mats on a high-rise building, a path was created from the base floor to the top story of the building in the visualization module of the ABAQUS; hence, the output in the form of peak acceleration, peak horizontal displacement, and inter-story drift, for the defined path, is extracted for the natural period of the piled-mat system, as shown in Figure 11.

Analysis of the Finned Pile-Mat
To study the effect of the finned pile-mat (FP-Mat) in terms of reducing the seismic response of a multi-story structure, a series of analyses were performed on FP-Mats of varying fin-lengths (Lf/Lp), which were 0.2, 0.4, 0.6, and 0.8, respectively. The 3D models of the FP-Mats utilized in this study are shown in Figure 9 below. The time-history analyses were performed on FP-Mats that were similar to RP-Mats, using the El-Centro earthquake data (Figure 2).

Time-History Plots
The time-history plots (acceleration and inter-story drift) of the various floor levels of the 25-story building, which was supported by the FP-Mats mentioned above, are shown in Figures 10 and 11, respectively. The provision of an FP-Mat under a multi-story building drastically enhances seismic behavior, and thus, the peak acceleration and interstory drift of the top floor were reduced by 99.99%, in comparison with the RP-Mat, thereby reducing the effects of detrimental vibrations on the building.

Variation in Peak Acceleration
The variation in peak acceleration for all floor levels was plotted for all considered FP-Mats of various fin-lengths, as shown in Figure 12. It was observed that the response of the building was stiffer for all the piled-mats after Story-10 (this finding is also shown in Figure 10, as the time-history plot of the inter-story drift was somewhat similar for all floor-levels above Story-10). Figure 12 shows that the peak acceleration experienced by the top floors ranges between 15 to 20 times that of the base floor. Moreover, the reduction in peak acceleration, compared with the RP-Mat, was somewhat diminished by the provision of the FP-Mat.

Variation in Peak Horizontal Displacement
The variation in the peak horizontal displacement (u) of the high-rise building for all floor levels, using various piled mats, is shown in Figure 13. It was observed that the horizontal displacement on the top story was 20.66 times that of the base floor when using the RP-Mat, and when using the FP-Mat, the horizontal displacement is 16 to 18 times that of the base floor. Moreover, the horizontal displacement readings for the FP-Mats with fin-lengths (L f ) of 0.6L p and 0.8L p were found to be identical, thus making the structure lesser susceptible to vibrations. Considering the seismic performance and economical construction, 0.6Lp may be considered the optimum fin-length for reducing the seismic response.  Moreover, a stiffer response was observed in the building supported by the FP-Mats as they had greater fin-lengths. Due to the increased flexural stiffness of the piled-mat system, greater passive resistance was developed against the applied seismic loading. The peak inter-story drift for buildings on FP-Mats occurs at the time points 5.67, 11.14, 5.66, and 11.16 s, with fin-lengths (Lf) of 0.2Lp, 0.4Lp, 0.6Lp, and 0.8Lp, respectively, as shown in Figure 10 below.

Effect of Fin-Length on the Seismic Response of the Structure
To study the effect of the fin-length (Lf) of finned piles in FP-Mats on a high-rise building, a path was created from the base floor to the top story of the building in the visualization module of the ABAQUS; hence, the output in the form of peak acceleration, peak horizontal displacement, and inter-story drift, for the defined path, is extracted for the natural period of the piled-mat system, as shown in Figure 11.

Variation in Peak Acceleration
The variation in peak acceleration for all floor levels was plotted for all considered FP-Mats of various fin-lengths, as shown in Figure 12. It was observed that the response of the building was stiffer for all the piled-mats after Story-10 (this finding is also shown in Figure 10, as the time-history plot of the inter-story drift was somewhat similar for all floor-levels above Story-10). Figure 12 shows that the peak acceleration experienced by the top floors ranges between 15 to 20 times that of the base floor. Moreover, the reduction in peak acceleration, compared with the RP-Mat, was somewhat diminished by the provision of the FP-Mat.

Variation in Peak Horizontal Displacement
The variation in the peak horizontal displacement (u) of the high-rise building for all floor levels, using various piled mats, is shown in Figure 13. It was observed that the horizontal displacement on the top story was 20.66 times that of the base floor when using

Variation in Inter-Story Drift
The variation in the inter-story drift for multi-story buildings resting on various FP-Mats and RP-Mats is shown in Figure 14. It was observed that buildings resting on RP-Mats show softened inter-story drift variations, and FP-Mats show stiffer responses than RP-Mats. In terms of FP-Mats, an increase in the fin-length (Lf) increases the stiffening behavior of the building. Stiffer behavior means the same horizontal displacement for two consecutive floors (i.e., inter-story drift). To ensure that the building exhibited stiffer behavior, the story numbers 16, 13, 11, and 9, corresponded with fin-lengths (Lf) of 0.2Lp, 0.4Lp, 0.6Lp, and 0.8Lp, respectively. The lower the inter-story drift, the less damage caused to the building due to seismic activities. As the buildings supported by FP-Mats experience fewer vibrations, displacements, and inert-story drifts, FP-Mats are more advantageous for high-rise buildings than RP-Mats. Moreover, the difference between the maximum and minimum inter-story drifts for a piled-mat system was reduced by using varying fin lengths. The drifting bounds of the FP-Mat system were reduced by increasing the fin-lengths (i.e., the difference between the maximum and minimum inter-story drift was found to be 0.115% for the RP-Mat, whereas for FP-Mats with fin-lengths of 0.2Lp, 0.4Lp, 0.6Lp, and 0.8Lp, the differences were 6.57 × 10 −11 %, 1.23 × 10 −11 %, 3.0 × 10 −12 %, and 2.6 × 10 −12 %, respectively). Hence, as the fin-length increased, the average rotation between beam and column within the same story was found to be drastically reduced, thus leading to the formulation of a sustainable design.

Variation in Inter-Story Drift
The variation in the inter-story drift for multi-story buildings resting on various FP-Mats and RP-Mats is shown in Figure 14. It was observed that buildings resting on RP-Mats show softened inter-story drift variations, and FP-Mats show stiffer responses than RP-Mats. In terms of FP-Mats, an increase in the fin-length (L f ) increases the stiffening behavior of the building. Stiffer behavior means the same horizontal displacement for two consecutive floors (i.e., inter-story drift). To ensure that the building exhibited stiffer behavior, the story numbers 16, 13, 11, and 9, corresponded with fin-lengths (L f ) of 0.2L p , 0.4L p , 0.6L p , and 0.8L p , respectively. The lower the inter-story drift, the less damage caused to the building due to seismic activities. As the buildings supported by FP-Mats experience fewer vibrations, displacements, and inert-story drifts, FP-Mats are more advantageous for high-rise buildings than RP-Mats. Moreover, the difference between the maximum and minimum inter-story drifts for a piled-mat system was reduced by using varying fin lengths. The drifting bounds of the FP-Mat system were reduced by increasing the fin-lengths (i.e., the difference between the maximum and minimum inter-story drift was found to be 0.115% for the RP-Mat, whereas for FP-Mats with fin-lengths of 0.2L p , 0.4L p , 0.6L p, and 0.8L p , the differences were 6.57 × 10 −11 %, 1.23 × 10 −11 %, 3.0 × 10 −12 %, and 2.6 × 10 −12 %, respectively). Hence, as the fin-length increased, the average rotation between beam and column within the same story was found to be drastically reduced, thus leading to the formulation of a sustainable design.

Conclusions
In the present study, a novel attempt was made to quantify the seismic response of piled-mats (RP-Mats) by numerically incorporating the SSI. Moreover, to reduce the detrimental effects on high-rise buildings due to earthquakes, finned-pile mats (FP-Mats) of various fin lengths were adopted. After performing a series of numerical SSI simulations on the high-rise building with 25-stories, using a far-field time history with the El-Centro earthquake data, the following conclusions were made.

•
The maximum peak acceleration and maximum horizontal displacement of the highrise building supported by piled mats does not drastically increase as we move towards the top story. Instead, it shows stiffer behavior in a particular story (Story-10 in the present study), and variation after that remains almost linear.

•
The provision of fins in the piled mats drastically reduces detrimental vibrations due to earthquakes. Finned piles, with a fin-length (Lf) of just 0.2Lp, can reduce the seismic response of high-rise buildings by more than 98%.

•
The fin-length (Lf) has a high level of influence over the effect of the seismic response, (i.e., regarding FP-Mats, as the fin-lengths increase, the variation between inter-story

Conclusions
In the present study, a novel attempt was made to quantify the seismic response of piled-mats (RP-Mats) by numerically incorporating the SSI. Moreover, to reduce the detrimental effects on high-rise buildings due to earthquakes, finned-pile mats (FP-Mats) of various fin lengths were adopted. After performing a series of numerical SSI simulations on the high-rise building with 25-stories, using a far-field time history with the El-Centro earthquake data, the following conclusions were made.

•
The maximum peak acceleration and maximum horizontal displacement of the highrise building supported by piled mats does not drastically increase as we move towards the top story. Instead, it shows stiffer behavior in a particular story (Story-10 in the present study), and variation after that remains almost linear.

•
The provision of fins in the piled mats drastically reduces detrimental vibrations due to earthquakes. Finned piles, with a fin-length (L f ) of just 0.2L p , can reduce the seismic response of high-rise buildings by more than 98%.

•
The fin-length (L f ) has a high level of influence over the effect of the seismic response, (i.e., regarding FP-Mats, as the fin-lengths increase, the variation between inter-story drift readings remains constant (i.e., stiffer behavior) in subsequent stories). It is responsible for reducing story displacements due to seismic loading.
• FP-Mats with fin-lengths (L f ) of 0.6L p and 0.8L p showed nearly identical horizontal displacement variation; hence, considering the seismic performance and economical construction, 0.6Lp may be considered the optimum fin-length for reducing the seismic response.

•
The drifting bounds of the FP-Mat system were reduced by increasing the fin-lengths (i.e., the difference between the maximum and minimum inter-story drift was found to be 0.115% for the RP-Mats, and for FP-Mats with fin-lengths of 0.2L p , 0.4L p , 0.6L p, and 0.8L p , the differences were 6.57 × 10 −11 %, 1.23 × 10 −11 %, 3.0 × 10 −12 %, and 2.6 × 10 −12 %, respectively). Hence, this drastically reduces the average rotation between the beam and column within same story. Data Availability Statement: All data, models, and codes generated or used during the study appear in the submitted article.