Settlement Values Research Articles

Escape Hill as Geotechnical Quick Response Method in Facing Upcoming Tsunami Disaster

High number of casualties due to Aceh’s Tsunami in 26th December 2004 was because of lack of information regarding to the disaster among Aceh government and people at that time. Escape building as a quick response for tsunami disaster may become an inevitable action in shoreline of Banda Aceh in facing forthcoming disaster. Moreover, as a result of open space need due to environmentally friendly infrastructure campaign nowadays, the construction of green design of escape hill can be considered. Escape hill can also be functionalized as recreation zone like green park. This article study purpose is to design an escape hill with the rule of geotechnical engineering aspect namely bearing capacity of soil below the escape hill and slope soil stability for the designing escape hill. Deah Baro Village of Meuraxa district was chosen as an escape hill design location. Several undisturbed soil samples were taken within this village for obtaining the existing soil parameters. There were eight hills modelling have been conducted by using Plaxis software. Based on the slope stability result from Plaxis software and by using natural soil as subgrade with soil classification of A-1-b as AASHTO method, the settlement value of final model dimension was 9.117 cm with safety factor of 1.507. The safety factor is still acceptable because of still larger that 1.5 as a standard value for slope safety factor. Escape hill geometry dimension is 12 m high which is larger than tsunami run up wave with soil pressure was calculate per layers of 2 m.

Settlement of bridge approaches on soft soil area in Batu Pahat, Johor

Soft soil is well known to have low bearing capacity, high water content, high differential settlement, long term settlement and not able to sustain external loads without having large deformation. A study was conducted to measure the settlement at two bridge approaches on soft soil area in Batu Pahat, Johor. The settlements not only cause uncomfort to road users but may be dangerous to road users as drivers tend to reduce speed drastically while approaching the bridges. This paper specifies and presents the settlement values of bridge approaches as well as identifies the critical areas. The result of this study indicates that the settlement value is higher in the area approaching the bridge and more critical than the settlement in the area leaving the bridge. In addition to these results, a description of the measurement technique, field data collection and procedures are presented.

A 3D-DEM investigation of the mechanism of arching within geosynthetic-reinforced piled embankment

In this paper, 3D discrete element method (DEM) simulations are proposed to explore the mechanism of arching within geosynthetic-reinforced and unreinforced piled embankments. Comparisons are made between the numerical and the measured data of IFSTTAR centrifuge tests with regards to efficiency response, volumetric deformation and displacement characteristics to verify the DEM. Resulted show that, considering the kinematic of the arching process, discrete nature of the utilized numerical model for soil allows a good description of the evolution of the load recovery stage and contact forces within the granular material. Also, simulation results confirm that the load recovery phase can take place in geosynthetic-reinforced cases when geosynthetic layer has not enough stiffness to support the arch load which causes the geosynthetic destroy prior to reaching maximum efficiency. Further, the numerical investigation is extended to examine the effects of the vertical spacing of the second layer of the reinforcement on efficient and differential settlement. Findings indicated that, when second layer of the reinforcement is used, there is an optimum vertical spacing for which the lowest value of the differential settlement is reached. In addition, analyses indicate that increasing reinforcement stiffness has a lower influence on achieving the maximum efficiency in the lower settlement than increasing the number of reinforcement layers, if the second layer of reinforcement is placed within an effective height range.

Intelligent prediction of surrounding rock deformation of shallow buried highway tunnel and its engineering application

The potential arch crown settlement is one of the most hazardous factors in shallow-buried tunnel excavations. Therefore, accurate prediction of arch crown settlement range is essential to minimize the possible risk of damage. Considering the time series regression characteristics of deformation of surrounding rock in shallow-buried tunnels, the Support Vector Machine (SVM) information granulation method was newly applied in this study for deformation prediction of surrounding rock. First, obtain monitoring data of the tunnel arch crown settlement. Second, transform the data of three arch crown settlement into a triangular fuzzy particle. The three parameters, Low, R, and Up in the fuzzy particle represent the minimum, average and maximum value of the settlement of the arch crown in three days. Then, use the SVM to predict the Low, R, and Up values of the tunnel arch crown settlement. Finally, the established prediction model of surrounding rock with SVM information granulation method was applied to the Panlongshan tunnel on the line of the Qinglan expressway in China and prediction results agree well with practical situations, which means the method of SVM information granulation used in this study could provide relatively high accuracy when applied to deformation prediction of surrounding rock in shallow-buried tunnels. Meanwhile, the SVM information granulation method is simple, feasible and easy to implement. The presented method has been validated as an effective method of deformation prediction for surrounding rock, which also has good prospects for further engineering applications.

Finite Element Analysis of Well Pads in Basra Province

After the year 2003, the oil / gas sector evolved and gained investment. International companies of different origins utilized heavy drilling rigs (to achieve high drilling depths) and entered our region. Meanwhile, some drilling problems were recorded, accompanied by well-pad failure cases. This research aims to study the behavior of well-pads with different geometric configurations, under the effects of drilling rigs with various characteristics, within the Basra province. Four case studies have been selected to represent four fields, namely: Siba, Zubair, West Qurna-2, and Zubair-Mishrif fields. The finite element method is utilized to conduct a stress analysis process, adopting an elastic–plastic constitutive relation for soil, based on Drucker-Prager's yield criterion. The maximum contact pressure applied on soil (under the working loads) is compared to its bearing capacity. When a rigid method is used to calculate the contact pressure, it is compared with the ultimate soil-bearing capacity, as calculated by Reddy and Srinivasan's method for cohesive soils, with allowable bearing capacity taken from the Peck, Hanson, and Thornburn's method for cohesionless soils. The contact pressure calculated via the finite element method is compared with the ultimate soil-bearing capacity calculated using the same method, based on a settlement of 50 mm. The extreme values of the bending moments and shear forces developed in the well-pad sections (under the factored loads), are compared with the section capacities calculated by using the ultimate strength design method. Regarding the geotechnical side, the results indicate insufficient safety factors against soil shear failure for some cases, especially for cohesive soil profiles. For cohesionless soil profiles, the provided safety factors are sufficient. The finite element method reveals higher contact pressures compared to the conventional rigid method. For cohesionless soil profiles, the Peck, Hanson, and Thornburn's method, gives a bigger safety margin than the finite element method. The immediate settlement values are almost tolerable. Regarding the structural side, it has been identified that a uniform section is adopted for all locations of each pad, for individual wells. In most cases, the provided reinforcing steel is less than the minimum code requirement. This leads to a violation of the section capacity of bending, at least near the cellar. The beam shear capacity is rarely violated. Using strip footings beneath the rig skids, permits utilizing a heavy section that satisfies the requirements of structural safety, without violating the economic considerations.

COMPRESSIBLITY OF PEAT SOIL IMPROVED WITH POLYURETHANE

This research investigated the compressibility of natural peat soil and peat soil improved with polyurethane foam. High natural moisture content, high compressibility, low bearing capacity and medium to low permeability is a problem and characteristic of a peat soil. This problem can be solved by reducing the compressibility of the peat soil. The objective of this study is mainly to prove whether the presence of polyurethane foam as a lightweight material on peat soil can reduce the compressibility of peat soil or otherwise. Fifteen samples of peat soil taken from Johan Setia, Klang were tested using Oedometer test with load is doubled at each increment until it reaches the maximum required load which is 10kPa, 20kPa, 40kPa, 80kPa, 160kPa, 320kPa and 640kPa. Polyurethane foam is a lightweight material, therefore reduces the overburden pressure to the underlying soil, hence future settlement can be minimized to a tolerable settlement value. Based on the data obtained from analysis of Oedometer test, the compressibility parameters including void ratio, compression index and swelling index of the peat soil alone are very high which denoted extremely poor condition of the peat soil. The compressibility parameters improved significantly with the PU foam stabilization as PU act as a void filler for peat soil. A slight increase in the compressibility parameters are recorded with higher ratio of isocyanate. However, the maximum pre-consolidation pressure recorded was with PU ratio of 1:1. Therefore, the optimum ratio for PU peat stabilization is in the ratio of 1:1.

COMPRESSIBLITY OF PEAT SOIL IMPROVED WITH POLYURETHANE

This research investigated the compressibility of natural peat soil and peat soil improved with polyurethane foam. High natural moisture content, high compressibility, low bearing capacity and medium to low permeability is a problem and characteristic of a peat soil. This problem can be solved by reducing the compressibility of the peat soil. The objective of this study is mainly to prove whether the presence of polyurethane foam as a lightweight material on peat soil can reduce the compressibility of peat soil or otherwise. Fifteen samples of peat soil taken from Johan Setia, Klang were tested using Oedometer test with load is doubled at each increment until it reaches the maximum required load which is 10kPa, 20kPa, 40kPa, 80kPa, 160kPa, 320kPa and 640kPa. Polyurethane foam is a lightweight material, therefore reduces the overburden pressure to the underlying soil, hence future settlement can be minimized to a tolerable settlement value. Based on the data obtained from analysis of Oedometer test, the compressibility parameters including void ratio, compression index and swelling index of the peat soil alone are very high which denoted extremely poor condition of the peat soil. The compressibility parameters improved significantly with the PU foam stabilization as PU act as a void filler for peat soil. A slight increase in the compressibility parameters are recorded with higher ratio of isocyanate. However, the maximum pre-consolidation pressure recorded was with PU ratio of 1:1. Therefore, the optimum ratio for PU peat stabilization is in the ratio of 1:1.

Reliability assessment on stability of tunnelling perpendicularly beneath an existing tunnel considering spatial variabilities of rock mass properties

This paper presents a simplified procedure to evaluate the failure probability of crossing tunnels considering the spatial variabilities of rock mass properties. Numerical package FLAC3D (Itasca, 2017) was adopted to carry out extensive parameter studies for crossing tunnels. Subsequently, two limit state functions have been developed via the logarithmic regression to estimate the global factor of safety as well as the induced maximum settlement of the existing tunnel. The developed surrogate models were implemented into the Excel First-Order Reliability Method (FORM) spreadsheet to calculate the ultimate limit state failure and the probability that the threshold maximum settlement value is exceeded. The variance reduction technique is incorporated into the FORM analysis for considering the spatial variabilities of rock mass properties. Based on the reliability results, a sensitivity analysis was carried out to determine the critical design factor in construction of crossing tunnel. The proposed method provides an effective way to evaluate the safety and serviceability of tunnelling perpendicularly beneath an existing tunnel in spatial variable rock mass.

From Weimar to Ankara: Carl Schmitt, sovereignty and democracy

In this article, I draw on Carl Schmitt’s political and constitutional thought in order to reflect on the political struggle over the foundational norms and values of a constitutional settlement in modern Turkey. This analysis, which focuses on the relationship between democracy and sovereign decision in Schmitt’s thought, extends the implications of his writings beyond the Weimar Republic. I argue that the political movement of the Justice and Development Party ( AKP) successfully identified itself with two distinct (yet partly overlapping) narratives in order to establish a truer democracy than the old regime, which was guarded by the military and the bureaucracy. The first narrative concerns the subordination of the will of the people to the guardianship model of the old regime. The second narrative involves negating the political decision of the Kemalist elites on the grounds of identity, in particular, the dissonance between the Kemalist ruling class and the Muslim majority of the society. The party under the leadership of Erdogan used the first narrative to dismantle the old establishment, without replacing it with a liberal–democratic constitution, and the second one to justify its claim to be the founding agent of a new regime. The new regime, which brought a peculiar presidency with strong executive powers, retained the old regime’s approach to national homogeneity. Nonetheless, the new regime detaches the name of Atatürk from the Kemalist ideology and secularism from nationalism, thereby inventing an image of Atatürk and nationalism purified from the modernist/secularist orientations of the founding political decision.

Influence of Frost Heave and Thaw Settlement of Connected Aisle on Tunnel Structure

The artificial freezing method has been widely used in the construction of subway tunnel connected aisle. By monitoring and analyzing the displacement of the tunnel during the construction of the freezing connected aisle, the uplift and settlement values of the tunnels on both sides are obtained. The results show that in the process of freezing and excavation, the tunnels on both sides of the connected aisle produce upward displacement; in the process of thawing after construction, the tunnel near the connected aisle produces settlement. Within six months after completion of construction, the settlement of the tunnel is about 4 mm more than that of the tunnel unaffected by the construction of the connected aisle. The engineering measures to reduce the frost heave and thaw settlement of the connected aisle are put forward, which provides a reference for similar projects.

Modeling face reliability in tunneling: A copula approach

This research develops a copula-enabled approach for modeling and assessing the reliability of the dependent system with incomplete probability information. A bivariate framework consisting of the supporting pressure and the ground settlement is proposed to estimate the excavation face reliability in tunneling under limited observations. The impacts of the selection of copula functions, the variation of the failure criteria, and the size of the measured data and Monte Carlo simulation sampling on the reliability estimation result are explored. A realistic tunnel case in the Wuhan metro system, China, is used to demonstrate the applicability and effectiveness of the developed approach. Results indicate that: (1) the failure probability will lead to an overestimated result, which is more than twice of the reference value (that is without considering the negative dependence); (2) the commonly used Gaussian copula function is likely to underestimate the failure probability and lead to less conservative designs; (3) a setting size of 105 samples is reasonable in the case to achieve the required quality in estimation; and (4) the failure probability gradually rises along with an increase of the limit value of the supporting pressure and decreases along with an increase of the limit value of the ground settlement.

Numerical investigations of work of driven pile on claystones

Introduction. Reviewed the features of the work of the pile on Permian claystones with the help of numerical and field experiments, analytical calculations. Materials and methods. Numerical modeling was performed in the Plaxis 3D and Midas GTS NX software packages. Full-scale tests of driven piles are made in accordance with the requirements of GOST 20276-2012. The obtained results are compared with the results of analytical calculations according to SP 24.13330.2011. Results. The scientific novelty of the investigation consists in a comparative analysis of the results of numerical modeling of the interaction of a driving pile with claystones with the results of field tests and analytical calculations. Finite element analysis in software package Plaxis 3D using Hardening Soil model shows higher values of settlement (up to 6 times) in relation to stabilized settlement of full-scale pile tests. Calculations in the software package Midas GTS NX showed overestimated values of pile settlements in relation to full-scale pile tests (13-24 times). Analytical calculations in accordance with SP 24.13330.2011 also showed overestimated (up to 3 times) values of the maximum pile settlement in relation to the stabilized settlement during full-scale pile tests. Conclusions. The calculations by the finite element method in the package Plaxis 3D and Midas GTS NX, by the analytical method according to SP 24.13330.2011, show overestimated values of settlement in relation to the stabilized settlement of piles on claystones. Using the Linear-Elastic model for claystones in numerical calculations in Plaxis 3D provides a value close to the settlement of full-scale pile. However, the use of this model is not fully justified for claystones due to the presence of residual deformations and the nonlinear character of pile settlement during loading. Necessary to correct the existing numerical and analytical methods for calculating pile foundations on claystones. It is necessary to continue the work on the further generalization of the experience of arranging piles on weathered claystones in order to evaluate the long-term work of not only a single pile, but also a pile foundation.

Structural safety of buildings in excess values of differential settlements

The paper discusses the strength of load-bearing structures in a frameless building in case of excess differential settlements. A numerical simulation of the structural performance of load-bearing and enclosure structures has been made for the tilted block of flats erected in the city of Tyumen at the time of the maximum deviation of its skeleton from the vertical.

Conception of Space for an Architectural Prototype. Form, Construction and Figuration in the Northeast Brazilian Context

This paper tries to demonstrate the transmissibility of a prototype for primary care in several marginal areas through the historical awareness of the reference context. The role and the concept of the prototype in architecture has been investigated for its critical function and its potential assignment in defining a conceptual and experimental structure of space. Firstly, the article defines the prototype as a synthesis operation addressed to a shareability, repeatability and transmissibility of the design concept ideas, both from the theoretical point of view and its physical construction. Its conceptual attitude in being more open to acquire different operative solutions (according to the place, context, material or construction’s methodology) more than a single proposal (such as a completely defined project) involves one of the possible analytical and experimental ways of dealing with the practice of creativity in some circumstances of precariousness. At the current juncture, it is more than ever necessary to propose a strategic vision. Moreover, the goal of sustainability, at the center of the interests of international research institutions, requires overcoming modelling solutions. On the contrary, it is about identifying solutions on elements that have generalizable characters (starting from those of the chosen sample area) and which must guarantee the replicability of the approach in similar situations.Secondly, the location of the prototype in a particular context can be achieved through an organic approach that involves simultaneously both the aesthetic field connected to the figurative and spatial aspects and the technical field linked to the constructive aspects. In other words, the related areas and structures are a “resilience reserve” able to preserve, in the first place, the characteristics and settlement values of the places. In this respect, it is necessary to experiment with a revitalization strategy that intervenes as well as on the single product on a larger scale with a more inclusive strategy of the economic and social aspects and not only on architectural capital. Then, the essay tries to verify the generalization of the prototype in a rural area of Brazil paying attention to some aspects of the context, such as the typological aspects, the cultural and social conditions and the local building techniques, the traditional material and technologies, so as to involve in the proposal all the opportunities that can arise from the specific site. Finally, it can be said that the construction of the prototype was made trying to bring together the figurative and constructive aspects according to a scale that is no longer local, but which can be generalized in its main base, and declined with respect to local resources.

Mikaşistlerin deformabilite, modül oranı ve anizotropik davranışlarının belirlenmesi; Burgaz baraj sahasından (İzmir-Türkiye) örnek bir çalışma

Base rock of the Burgaz dam in the eastern part of the city of İzmir consists of micaschists having different physical and mechanical properties due to weathering and fracturing. The first aim is to compute the amount of settlement and ultimate bearing capacity value of micaschist both in and beneath the cutoff zone by using the results of pressuremeter tests. In addition, data from in-situ and some laboratory tests, which were used in the establishment of the relations between elastic modulus of the micaschist rock mass (EM) and uniaxial compressive strength (σc), EM/Eintact ratios and RQD values. Comparison of in-situ and estimated rock mass deformation moduli by considering the RQD values was also performed. Pressuremeter tests indicate that for a dam with 115 m height and a base width of 58 m, the settlement will vary between 2.13 and 2.26 mm. The second aim of this work is to measure compression and shear wave velocities in order to obtain both the ratio of dynamic elastic modulus to Poisson′s ratio (E/v) dynamic and to compare (E/v)dynamic to (E/v)static. Test results reveal a positive linear relation of (E/v) dynamic =(E/v) static0.968. The sonic wave velocity of the micaschist is highly related to the testing direction. This study not only discusses the relationships between Estatic and sonic wave velocity (Vp) and Edynamic, but also the anisotropy effect arisen due to the schistosity planes with different orientations.

The VIX Volatility Index - A Very Thorough Look at It

The CBOE Volatility Index, known by its ticker symbol VIX, is a popular measure of the stock market’s expectation of volatility implied by S&P 500 index options, calculated and published by the Chicago Board Options Exchange (CBOE). It is colloquially referred to as the fear index or the fear gauge. The current VIX index value quotes the expected annualized change in the S&P 500 index over the following 30 days, as computed from options-based theory and current options-market data. Despite its theoretical foundation in option price theory, CBOE’s Volatility Index is prone to inadvertent and deliberate errors. We shed light on many claims that have been brought up against the VIX in recent years. Replicating the VIX index by using empirical options data from CBOE we show which one of those claims are justified and lead to meaningful alterations of the VIX. Three main areas can be identified: Eight different alteration possibilities of the current VIX formula, three deficiencies in the theoretical derivation of the VIX and two major issues with the market microstructure of the VIX and its derivatives. First, eight theoretically possible ways of altering the current VIX formula are identified. We will thoroughly investigate those ways both from a theoretical point of view and using empirical data. The two major alteration possibilities are identified and their potential impact on the VIX calculation is shown using actual option quote data from the CBOE. Second, the theoretical derivation behind the VIX formula has three major flaws. We show their importance based on an empirical analysis of the VIX and the underlying options on the S&P 500. Our analysis helps to understand and put into context previous claims that were brought up against the VIX. Third, the market microstructure behind the pricing of VIX derivatives appears to be flawed. Very liquid derivatives are priced off an illiquid auction mechanism of out-of-the-money put and call options. To make matters worse, those derivatives are cash-settled and the settlement value of the VIX, as used for the pricing of its derivatives, is based on a different calculation than the regular VIX index. Finally, we also investigate claims that the settlement values can substantially deviate from the previous-day close. We show that those claims are based on a wide-spread misunderstanding of how the settlement values and the VIX index are calculated and that they are not justified in the way that they are brought up at the moment. Our empirical methodology is based on replicating the VIX based on the underlying quote data. Our conclusion is that the VIX needs a thorough review of both its theoretical foundations, its calculations and the market mechanism behind computing the value of its derivatives. Furthermore, some of the claims brought up against the VIX are more of a theoretical nature and not important, but some might have a dramatic impact on the value of the VIX as well as the pricing of its derivatives. To our knowledge, that is the first comprehensive study of the VIX index and its shortcomings that is both based on theoretical and empirical observations. We are confident that our analysis will lead to new ways of how to make the VIX index safer for investors and market participants as well as less prone to manipulation and errors.

Stress-strain state of the pipe-tank system under tank bottom settlement

The article presents a numerical model of a tank with a pipe header unit developed by the authors. The numerical model was developed considering the real geometric shape and size of the object. The model also considers the non-linear properties of the steel from which the tank and pipelines are made. This article solved the contact problem of connecting the pipeline with the wall, considering the fixed joint based on the “bonded” contact. The peculiarities of the contact interaction of pipe header pipelines with sliding supports are considered. The authors developed a design scheme for deformations of the structure under settlement. Thus, according to the results of the calculations, new dependences of the maximum effective equivalent stresses in the metal in the area of pipe header pipelines connection with the wall on the settlement value were obtained. The results obtained reflect the real stress-strain state of the metal structures of the tank under non-axisymmetric loading. The dependences obtained allow us to determine the areas of occurrence of limiting states, in accordance with which an operational decision is made about the need for repair or the possibility of continuing the tank operation, which confirms the practical significance of this study.

Influence of Small, Clear Distance Cross‐Tunnel Blasting Excavation on Existing Tunnel below

The vibration effect generated during tunnel excavation can influence or damage adjacent tunnels. Studying and controlling the blasting vibration effect has important theoretical and practical significance, especially for new tunnels. This paper takes the tunnel project of Gao Jiu Lu‐Jia Hua Cross Tunnel in Chongqing as the research background and assesses the blasting vibration influence in the up‐down cross‐tunnel. Onsite monitoring and numerical simulation were used to analyze peak particle velocity (PPV) changes, stress distribution, and crown settlement during the excavation process of Gao Jiu Lu I Tunnel at Jia Hua Tunnel Left Line in the cross‐section. Influence laws of blasting excavation in a small, clear distance cross‐tunnel on an existing tunnel below were obtained. Results show that new tunnel blasting vibrations exerted the largest influence on the crown of the existing tunnel below in the cross‐section. The maximum tensile stress of the secondary lining of the existing tunnel below was mainly concentrated in the crown area. The maximum compressive stress during excavation was concentrated in the crown foot, and the stress value was less than the tensile and compressive strength of the concrete. The loosening of the surrounding rock from blasting excavation of the new tunnel caused secondary settlement of the existing tunnel crown below. The cumulative settlement value at the cross‐section of the two tunnels was the largest. With an increase in axial distance from the cross‐section of the existing tunnel crown, the settlement value gradually declined and became stable. These research results have reference value for the construction of a small, clear distance cross‐tunnel and provide theoretical guidance for similar tunnel excavation projects in the future.

3D Seismic Response Analysis of Shallow Foundation Resting on Sandy Soil

In the present study, an attempt has been made to study the response of a shallow foundation resting on medium dense sandy soil under seismic excitation. Numerical analysis of the soil-foundation system has been carried out using 3D finite element software OpenSeesPL. The effect of boundary conditions (shear beam and rigid box type) and the water table (0 m, 1 m and 2 m below the ground surface) on the response of soil-foundation system under seismic excitation have been analysed. The responses of the soil-foundation system are presented in the form of acceleration, displacement, excess pore pressure, excess pore pressure ratio and settlement variations at different locations in the soil domain. The results of the numerical analysis indicate that the peak acceleration, displacement, excess pore pressure and settlement values are found to be more in shear beam type boundary condition than that of a rigid box type boundary condition. Hence, rigid confinement and lower water table can reduce the liquefaction potential of the soil-foundation system under seismic excitation.

Comparison of dynamic behavior of shallow foundations based on pile and geosynthetic materials in fine-grained clayey soils

In this paper, the geotechnical report of the Northern Fereshteh area in Tabriz is used and the characteristics of shallow foundation of a single pile and compared pile group and geogrid in terms of the settlement of a building foundation on clayey soil. Additionally, impacts of existing variables such as the number of geogrid layers, the length of the pile, and the depth of groundwater level affected by the dynamic load caused by the Taiwan Jiji earthquake via numerical analysis using PLAXIS software are examined. The results of fifty-four models indicated that the construction of a pile group with a diameter of 1 meter and a length of 14 meters significantly diminished the ‏consolidation settlement of the soil in the Northern Fereshteh area, where the settlement value has been triggered by the load inflicted by earthquake. Moreover, the construction of four layers of geogrid at intervals of one meter led to a significant decrease in the settlement. Finally, after reaching a maximum depth, it had no reducing effects on the foundation settlement.