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1
Handayani, Fitria. "PENGARUH LEBAR PONDASI TERHADAP KEDALAMAN MUKA AIR TANAH DI BAWAH DASAR PONDASI DALAM MENENTUKAN BESARNYA DAYA DUKUNG ULTIMIT DAN DAYA DUKUNG AMAN PONDASI MENERUS PADA TANAH LUNAK DENGAN METODE TERZAGHI PADA KONDISI KERUNTUHAN GESER LOKAL." INFO-TEKNIK 22, no. 2 (2021): 195. http://dx.doi.org/10.20527/infotek.v22i2.12386.
Full textAbstract:
The foundation is the lowest part of the building that continues the load force into the soil or rocks in the soil. Longitudinal foundations are foundations that support elongated walls and rows of closely spaced columns so that if you use a footed foundation, the sides coincide. The design of the foundation must meet the requirements of the safety factor with a value of more than equal to three and the settlement of the foundation is within the tolerance limit. Long-term stability of the foundation must pay attention to the location of the base of the foundation in order to reduce the risk of swelling and shrinkage of the soil, erosion of the foundation surface, scouring on the foundation walls and other soil disturbances.
 The method used in this study is the terzaghi method because the soil layer is homogeneous and the internal friction angle is < 29o. The ultimate bearing capacity of Terzaghi is used to calculate the bearing capacity of granular soils and soils that have internal friction angle values (Ø) and cohesion (c).
 The depth of the groundwater table from the base of the foundation greatly affects the ultimate bearing capacity and the safe bearing capacity of the foundation. The further away the groundwater table is from the base of the foundation, the greater the value of the ultimate bearing capacity of the foundation (qu) causing the higher value of the foundation's safe bearing capacity (qs).
 This study analyzes local shear failure with the highest ultimate bearing capacity of 173.36 t/m2 and the largest safe bearing capacity of 59.56 t/m2 occurs when the depth of the groundwater table is greater than the width of the foundation, while the lowest ultimate bearing capacity is 170.72 t/m2. m2 and the lowest safe bearing capacity of 58.68 t/m2 occurs when the water level is at the base of the foundation.
2
Handayani, Fitria. "PENGARUH LEBAR PONDASI TERHADAP KEDALAMAN MUKA AIR TANAH DI BAWAH DASAR PONDASI DALAM MENENTUKAN BESARNYA DAYA DUKUNG ULTIMIT DAN DAYA DUKUNG AMAN PONDASI MENERUS PADA TANAH LUNAK DENGAN METODE TERZAGHI PADA KONDISI KERUNTUHAN GESER LOKAL." INFO-TEKNIK 22, no. 2 (2021): 195. http://dx.doi.org/10.20527/infotek.v22i2.12386.
Full textAbstract:
The foundation is the lowest part of the building that continues the load force into the soil or rocks in the soil. Longitudinal foundations are foundations that support elongated walls and rows of closely spaced columns so that if you use a footed foundation, the sides coincide. The design of the foundation must meet the requirements of the safety factor with a value of more than equal to three and the settlement of the foundation is within the tolerance limit. Long-term stability of the foundation must pay attention to the location of the base of the foundation in order to reduce the risk of swelling and shrinkage of the soil, erosion of the foundation surface, scouring on the foundation walls and other soil disturbances.
 The method used in this study is the terzaghi method because the soil layer is homogeneous and the internal friction angle is < 29o. The ultimate bearing capacity of Terzaghi is used to calculate the bearing capacity of granular soils and soils that have internal friction angle values (Ø) and cohesion (c).
 The depth of the groundwater table from the base of the foundation greatly affects the ultimate bearing capacity and the safe bearing capacity of the foundation. The further away the groundwater table is from the base of the foundation, the greater the value of the ultimate bearing capacity of the foundation (qu) causing the higher value of the foundation's safe bearing capacity (qs).
 This study analyzes local shear failure with the highest ultimate bearing capacity of 173.36 t/m2 and the largest safe bearing capacity of 59.56 t/m2 occurs when the depth of the groundwater table is greater than the width of the foundation, while the lowest ultimate bearing capacity is 170.72 t/m2. m2 and the lowest safe bearing capacity of 58.68 t/m2 occurs when the water level is at the base of the foundation.
3
Ma, Zehui, Junjie Wang, Xuefeng Huang, Kun Sun, Senlin Yang, and Jun Yuan. "Mechanical Characteristics of Grillage Root Foundation for High-Voltage Tower Under Horizontal Conditions." Buildings 14, no. 11 (2024): 3633. http://dx.doi.org/10.3390/buildings14113633.
Full textAbstract:
In response to the issue of reduced horizontal bearing capacity due to inadequate compaction of backfill soil in traditional grillage foundations, a novel grillage root foundation is proposed in this study. That is, the root is introduced into undisturbed soil at a traditional grillage foundation base plate. To assess the applicability of this innovative foundation under horizontal loading conditions, on-site experimental research was conducted. It was employed to comparatively analyze the load–displacement curves, changes in internal forces of steel components, and the development patterns of soil cracks around the foundation between traditional grillage foundations and various sizes of grillage root foundations subjected to horizontal loading. The results indicate that the horizontal bearing capacity of the grillage root foundation increased by 1.3 times compared to traditional grillage foundations, with economic benefits surpassing those of the traditional counterparts. The determination of the “m” value serves as the proportional coefficient of the horizontal resistance coefficient of the foundation soil, and the synthesis of the reactive force provided by the soil to the roots contribute to enhancements in soil resistance and the horizontal bearing capacity of the foundation. The horizontal load at which cracks appear in the grillage root foundation exceeds that of the traditional metal grillage foundation, with a slower rate of development. Finite element analysis was conducted to optimize the arrangement of roots, maximizing the foundation’s bearing capacity. This research provides certain references in terms of enhancing foundation bearing capacity, reducing ground treatment costs, and promoting sustainable development.
4
Liu, Guangjun, and Cheng Liu. "Derivation of the Ultimate Bearing Capacity Formula for Layered Foundations Based on Meyerhof’s Theory." Applied Sciences 14, no. 12 (2024): 5121. http://dx.doi.org/10.3390/app14125121.
Full textAbstract:
In this paper, based on Meyerhof’s theory of homogeneous foundation, the limit equilibrium analysis method and unified logarithmic spiral sliding surface assumption are used to derive the theoretical formula for the ultimate bearing capacity of a layered foundation when the foundation is completely rough. It should be noted that this formula is only applicable to strip foundations of upper soft clay and lower sandy soil. In addition, a comparative analysis is conducted between theoretical formulas and semiempirical formulas for layered foundations. On the basis of verifying the reliability of the theoretical formula results, numerical simulation is carried out to further explore and analyze the influence of the width to depth ratio of the foundation, the strength parameters of the double-layer soil, and the thickness of the upper soft soil on the bearing capacity of the foundation. Research has shown that the formula for the bearing capacity of a layered foundation derived in this paper has a certain degree of error compared to Meyerhof’s semiempirical formula, but it is in good agreement with numerical simulation results and Hansen’s weighted average method results. The ratio of the width to depth of the foundation, the ratio of the cohesive force of the double-layer soil, and the tangent ratio of the internal friction angle have a significant positive correlation with the ultimate bearing capacity of the foundation. The increase in thickness of the overlying cohesive soil has a negative impact on the ultimate bearing capacity of the foundation, and the thicker the soil, the smaller the foundation’s bearing capacity.
5
Zhai, Hanbo, Hongyan Ding, Puyang Zhang, and Conghuan Le. "Model Tests of Soil Reinforcement Inside the Bucket Foundation with Vacuum Electroosmosis Method." Applied Sciences 9, no. 18 (2019): 3778. http://dx.doi.org/10.3390/app9183778.
Full textAbstract:
Offshore wind turbine foundations are commonly subjected to large horizontal, vertical, and bending moment loads. Marine soils have high moisture content, high compressibility, high sensitivity, and low strength, resulting in insufficient foundation bearing capacity. In order to improve the bearing capacity of wind turbine foundations and reduce foundation settlement, an internal vacuum preloading method combined with electroosmosis reinforcement is used to reinforce the soil within bucket foundations. The pore water pressure, vertical settlement, pumping quality of the soil during the reinforcement process, soil moisture content before and after the reinforcement, and undrained shear strength were analyzed. Horizontal and vertical bearing capacity model tests were carried out on the reinforced and nonreinforced soil inside the bucket foundation. Results show that vacuum preloading combined with electroosmosis reinforcement reduces soil moisture content inside the bucket foundation by approximately 20%, and the undrained shear strength of the internal soil increases by approximately 20 times. Soil reinforcement has high spatial uniformity. Results of the bucket foundation bearing capacity model show that when the soil inside the bucket foundation is strengthened, horizontal bearing capacity increased by 2.9 times and vertical bearing capacity increased by 2.1 times. Vacuum preloading combined with electroosmosis reinforcement can effectively improve the shear strength of soft soil and enhance the bearing capacity and stability of bucket foundations.
6
Sitthivong, Phouthamala. "Study of Determination Settlement of Shallow Foundations in Case of sufficient Foundations Load Bearing Capacity in Clay Layers and 2D Modeling by Finite Element Method Case Study: (Ban Donmai Campus, Souphanouvong University)." Souphanouvong University Journal Multidisciplinary Research and Development 9, no. 1 (2024): 234–42. http://dx.doi.org/10.69692/sujmrd0901229.
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The purpose of this research study was to study the behavior and Study of determination settlement of shallow foundations in case of sufficient foundations load bearing capacity in clay layer and 2D modeling by Finite Element Method (FEM). The wash boring was performed and the Undisturbed Sample soil was sampled to obtain the basic soil properties in the laboratory according to the 7.5 - 10 m the soil excavation characteristics from the actual construction at the level of excavation from 1 - 1.45 meters, For 1.5 x 1.5 m foundations and 2 x 2 m foundations. In addition, the bearing capacity of the foundation and the soil bearing capacity under the foundation. To analyze the parameters used to evaluate the settlement value and the effect. To analyze the settlement of the various theories and to use the Static Method to analyze the load-bearing capacity of the foundation and to evaluate the Settlement value, The Finite Element Method (FEM) model and the Mohr coulomb soil behavior model was used. The Result for a 1.5 x 1.5 m settlement of shallow foundation with a bearing capacity of 80 Tons. The mean settlement of shallow foundation values for the and Perloff = 6.136 cm. For 2 x 2 m foundations, the bearing capacity of the foundation is 80 Tons. The total settlement values for the Finite Element Method (FEM) = 60 Tons. Perloff's method can receive only 40 Tons of bearing capacity. For a 2 x 2 m foundation, the Bowles, Harr, Christian and Carrier, and Janbu methods = 80 Tons of bearing capacity, while the Perloff method and the FEM method only 40 Tons of bearing capacity.
7
Alikonis, Antanas. "INFLUENCE OF CHANGE OF COMPACTED SAND STRUCTURE ON THE DESIGN STRENGTH OF SUBSOIL." JOURNAL OF CIVIL ENGINEERING AND MANAGEMENT 4, no. 4 (1998): 283–91. http://dx.doi.org/10.3846/13921525.1998.10531419.
Full textAbstract:
The values of deformation modulus and strength properties of subsoil increases during compaction. The increase depends on the content, grading of the soil, mechanical influence on the soil and other properties. The influenced space with changed soil properties may be formed by tamping the pits for the foundation. It is very important by using physical and mechanical properties of natural soil to forecast the density of compacted soil. For this purpose we have to determine the maximum density value of dry soil and calculate the void ratio of the compacted soil. Change of sand soil density is low. Thus its mean value is commonly used in engineering calculations. The tip resistance CPT of sand can be calculated according to correlation between tip resistance CPT and void ratio (7), (8). When tip resistance CPT is obtained, it is possible to calculate the bearing capacity of the compacted subsoil and to design the foundation. The assumption is made, that the design bearing capacity of foundation installed in the tampered pits is equal to the stresses in the subsoil when the settlement of the foundation is equal to 1…3% of the foundation diameter. According to the tests, the correlation between tip resistance CPT and the bearing capacity of subsoil was made. It should be pointed out that the design bearing capacity of the foundations in the tampered pits are different depending on the shape of foundation. Design bearing capacity of the pyramidal foundations according to the tests results: R sn = 0,04nq c . Design bearing capacity of the cylindrical foundations according to the tests results: R sn = 0,16nq c . It is obvious that bearing capacity of the cylindrical shape foundation installed in tampered pits of sandy soil is bigger than the pyramidal one. The reason is that the main part of the bearing capacity of pyramidal shape foundation is realised by the foundation side bearing capacity. The foundation side bearing capacity of the cylindrical shape foundation is smaller. Design bearing capacity of the foundation in tampered pits may be calculated according to the equations (15), (16), (18). The value of the bearing capacity of the sandy subsoil may be increased up to five times by tampering the pits.
8
Cheng, Bao. "Review Confirmation Method of Foundation Bearing Capacity." Academic Journal of Science and Technology 12, no. 1 (2024): 178–80. http://dx.doi.org/10.54097/fek3zt41.
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The calculation of bearing capacity of foundations is a fundamental topic in soil mechanics and an indispensable basic data in practical engineering. Some calculation methods and different improvement measures of foundation bearing capacity are summarized by reading relevant Chinese literature, standardizing and combining with the contents of textbooks, and the mechanism of foundation bearing capacity is strengthened.
9
Lu, Shi Jie, Hua Dong Chen, Wei Chen, Tong Xiang, and Xie Feng Hong. "Model Tests of Foundation Bearing Capacity of Sandy Soil and Pile Foundation Bearing Capacity." Applied Mechanics and Materials 580-583 (July 2014): 113–17. http://dx.doi.org/10.4028/www.scientific.net/amm.580-583.113.
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Using self―made model device, researchers studied the characteristics of foundation settlement of sandy soil and pile foundation load―bearing in sandy soil. Through weight loading, researchers analyzed the phenomenon of foundation settlement. Then, researchers embedded friction piles in sand, so as to analyzed pile foundation bearing capacity. The methods and results of the research can provide guidance for teaching of Soil mechanics and foundation engineering.
10
Hildayani, Cut Sitti Rafidatul, Munira Sungkar, and Halida Yunita. "Analysis of Bearing Capacity and Foundation Settlement of Luan Linggi Bridge, Aceh Province, Indonesia." E3S Web of Conferences 476 (2024): 01022. http://dx.doi.org/10.1051/e3sconf/202447601022.
Full textAbstract:
A bridge is a structure made to cross a ravine or obstacle such as a river, railroad, or highway. The bridge consists of an upper structure and a lower structure. The upper structure of a building must be able to be supported by its own lower structure, namely the foundation. There are two types of foundations, namely shallow foundations and deep foundations. The planning of a foundation is said to be correct if the load that is forwarded by the foundation to the ground does not exceed the strength of the soil. Luan Linggi Bridge is one of the bridges that uses deep foundations in the form of pile foundations. This bridge is located in Luan Linggi Village, East Simeulu District, Simeulue Regency, Aceh Province, Indonesia. Due to the 2004 Tsunami disaster, the bridge pillars were broken and the abutments shifted, so the bridge could no longer be used. So, the bridge was redesigned in 2015 and rebuilt in 2021. This study aims to determine the value of the bearing capacity of a single foundation, the value of the bearing capacity of the group foundation, and the foundation settlement. This research uses N-SPT data, soil physical and mechanical properties, and detailed engineering design (DED). The method used to calculate the bearing capacity of the foundation is the Luciano Decourt method, while the single foundation settlement uses the Vesic method. The results obtained from this research are the bearing capacity and settlement value of the pile foundation with a diameter of 40 cm and a depth of 22 m. The ultimate bearing capacity value of the single foundation obtained is 375,228 tons, the permit bearing capacity value of the single foundation is 125,076 tons, the bearing capacity value of the group foundation obtained is 5887,727 tons. The elastic settlement value of the foundation using the Vesic method is 2,88 cm, and the settlement value of the group foundation is 8,8 cm.
11
Blashchuk, Natalia V., Irina V. Majewskа, Oleksandr YU Shmundyak, and Mykhailo V. Perebyinis. "THE DIFFERENCE IN THE OPERATION OF DRILLED AND DRIVEN PILES IN THE COMPOSITION OF A TAPE PILE FOUNDATION." Modern technology, materials and design in construction 35, no. 2 (2023): 89–97. http://dx.doi.org/10.31649/2311-1429-2023-2-89-97.
Full textAbstract:
A comparative analysis of the results of the mathematical modeling of the strip pile foundation from driven and bored piles with one-row and two-row arrangement of piles with different longitudinal steps and different lengths in different types of soil was performed.
 It was established that the degree of implementation of the load-bearing capacity of piles and grids as part of a strip pile foundation depends not only on the relative length and pitch of the piles, but also on the method of their arrangement. Taking into account the actual operation of piles and grids as part of the pile foundation allows to increase the load-bearing capacity of the pile foundation as a whole and, accordingly, to save material and labor resources during construction work.
 Based on the results of the study, the difference in the operation of drilled and driven piles in the strip pile foundation was established. The load-bearing capacity of a low grid as part of a strip pile foundation on bored piles is 1.5-2 times greater than in pile foundations made of driven piles. The degree of implementation of the load-bearing capacity of the pile as part of the pile foundation is significantly greater for foundations made of drilled piles compared to foundations made of driven piles. For foundations made of driven piles, at step 3d - 6d, the piles in the strip do not fully realize their load-bearing capacity. Drill pile groups increase their load-bearing capacity by working in a group, even with a minimum pitch.
 Since pile foundations from drilled piles significantly increase their bearing capacity due to the joint work of their elements under load in comparison with pile foundations from driven piles, taking into account this joint work, pile foundations from drilled piles become competitive with similar foundations from driven piles.
12
Ye, Mulang, and Hua Tang. "Calculating the Bearing Capacity of Foundations near Slopes Based on the Limit Equilibrium and Limit Analysis Methods." Buildings 15, no. 7 (2025): 1106. https://doi.org/10.3390/buildings15071106.
Full textAbstract:
The ultimate bearing capacity of foundations near slopes is a widely discussed and researched topic in the field of geotechnics. Using the plane strain strength equation of the limit equilibrium and limit analysis methods, we established a new model for calculating the bearing capacity of foundations near slopes that can consider the intermediate principal stress, horizontal distance from the foundation to the shoulder of the slope, and roughness of the base. A formula of the ultimate bearing capacity of the foundation of foundations near slopes was derived, compared, and analyzed with that of finite element analysis software and other calculation methods. Comparative analysis was carried out using finite element analysis software and other calculation methods, and it was found that the obtained results are closer to the real solution of the ultimate bearing capacity of foundations near slopes. The intermediate principal stresses can improve the bearing capacity of foundations near slopes. The bearing capacity of foundations near slopes increases with the horizontal distance from the foundation to the slope and then remains constant. The results of this study can better reflect the actual ultimate bearing capacity of foundations near slopes and have certain theoretical significance for the optimal design of foundations near slopes.
13
Wang, An-hui, Yan-fang Zhang, Fan Xia, Ru-ping Luo, and Ning Wang. "Ultimate Bearing Capacity of Ring Foundations Embedded in Undrained Homogeneous Clay." Geofluids 2022 (July 13, 2022): 1–11. http://dx.doi.org/10.1155/2022/6382799.
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A ring foundation is widely used in bridges, water towers, caissons, and other engineering structures, and its ultimate bearing capacity is one of the significant concerns in engineering design. This paper is aimed at exploring the ultimate bearing capacity of ring foundations embedded in undrained clay. Based on the finite element limit analysis, effects of the inside-to-outside radius ratio, embedment depth ratio, cutting face inclination angle, and face roughness on the vertical ultimate bearing capacity of ring foundations are investigated. The results show that the ultimate bearing capacity of the ring foundation increases gradually with the embedment depth ratio. When the embedment depth ratio D / B reaches a critical value, the bearing capacity tends to be stable, and the critical embedment depth ratio is affected by the inside-to-outside radius ratio of the ring foundation, varying from 0.2 to 0.4. The ultimate bearing capacity of the ring foundation decreases with cutting face inclination angle β . When β ≤ 40 ° , the ultimate bearing capacity tends to be stable, and the bearing capacity is reduced by approximately 30%. The influence of the cutting face inclination angle on the bearing capacity is highly dependent on the roughness of the cutting face.
14
Sangle, P. R., and L. Febriani. "Experimental Study of the Bearing Capacity of Helix Pile Foundation." IOP Conference Series: Earth and Environmental Science 921, no. 1 (2021): 012064. http://dx.doi.org/10.1088/1755-1315/921/1/012064.
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Abstract The use helix pile foundations in supporting structures on peat soil has became a challenge for road infrastructure. The helix pile foundation is an alternative for substituting the pile foundation if hard soil is located too far from the surface. Therefore, in this study we examine the bearing capacity of the helix pile foundation on peat soil, including analyzing the effect of the number of helix plates on the bearing capacity of the peat soil. The type of foundation used is a helix pile foundation with a single blade, double blades and triple blades. From the results of the research the bearing capacity of helix double is 35% greater than the bearing capacity of a single helix, the value of triple helix bearing capacity is 25% greater than the double helix and 70% of the single helix. The more number of helix plates used, the greater the bearing capacity of the piles given.
15
Chen, Wenfeng, Weishu Xia, Shanshan Zhang, and Erlei Wang. "Study on the Influence of Groundwater Variation on the Bearing Capacity of Sandy Shallow Foundation." Applied Sciences 13, no. 1 (2022): 473. http://dx.doi.org/10.3390/app13010473.
Full textAbstract:
Groundwater variation has a significant effect on the bearing capacity of sandy shallow foundations. Groundwater and capillary water in the shallow foundation would result in the various water distributions in the soil mass. Therefore, there are three types of water conditions in the shallow foundation. They are the total saturated, capillary-water-effect zone and dry soil. In this study, a physical mode experimental was developed to investigate the effect of groundwater variation on the deformation behavior under different loading conditions. The effect of water level and fluctuation times were examined by a novel setup with a water-pressure control system. A total of 10 group model tests were carried out. The results indicated that the relationship between water level height and foundation bearing capacity is negatively correlated. In addition, the numerical analysis was carried out to investigate the effect of water-level change on the bearing capacity of the foundation. The bearing capacity of the foundation decreases as the water-level cycles increase. The increase in the fluctuation range of the water level will decrease the bearing capacity of the foundation. The outcome of this study would be helpful to predict the bearing capacity of shallow foundations due to the change of the water level.
16
Chu, Xiao Jie, Fei Yu, Shan Xiong Chen, and Zhang Jun Dai. "Study on Characteristics of Additional Stress and Bearing Capacity of Multi-Layered Foundation in Northern Anhui." Applied Mechanics and Materials 513-517 (February 2014): 2651–54. http://dx.doi.org/10.4028/www.scientific.net/amm.513-517.2651.
Full textAbstract:
The shortage of foundation bearing capacity would pose damage to miniature structures on highway, threatening the security of highway. Layered foundations are widely distributed in Northern Anhui, the traditional methods of computing the bearing capacity and additional stress disagree with the situation of complexity and uncertainty multi-layered foundation. To study the characteristics of additional stress and bearing capacity of multi-layered foundation in Northern Anhui using numerical method of FLAC3D and analyze the influencing factors of soil structure, soil thickness and basis width on the diffusion laws and bearing capacity. The results can be references in the site survey and engineering design of multi-layered foundation.
17
Ningrum, Puspa, Husnah, and Dimas Andrian Saputro. "Bearing Capacity Analysis of Pile Foundation in Reservoir Construction." JIM 1, no. 2 (2023): 33–42. http://dx.doi.org/10.58794/jim.v1i2.502.
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The foundation was an important part of the structure. In foundation design, it was necessary to considered the foundation condition to be built must be able to support the load up to the allowable capacity. To determine a safe foundation requires analysis using several of static methods. This research was conducted to obtain a critical bearing capacity so that it can be used to determine a very safe foundation. In this study, analysis of the bearing capacity of pile foundations was calculate using the method of Briaud et al. (1985), Meyerhof (1956), Decourt (1982), Shioi & Fukui (1982) based on SPT N-value obtained from the field at borehole 1 (BH-01) and borehole 2 (BH-02). Based on the analytical result of the bearing capacity calculation of a pile foundation with a diameter of 0.35m on depth of 24m, The lowest of bearing capacity (critical value) used to determine the number of piles is the method of Briaud et al. (1985) was 90.55 tons at borehole 1 and 87.06 tons at borehole 2. This value was use as a guideline for determining the number of pile foundations used in reservoir construction design.
18
Du, Jiaqing, Shouji Du, Shuilong Shen, and Zhenyu Yin. "Numerical Investigation of the Undrained Compression and Pull-Out Capacity of Suction Foundations in Clay." Polish Maritime Research 22, s1 (2015): 126–35. http://dx.doi.org/10.1515/pomr-2015-0044.
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Abstract This paper presents the results of three-dimensional finite difference analysis of suction foundations in uniform and non-uniform clays under undrained conditions. The Tresca criterion was used to simulate the stress-strain response. The bearing capacity of the foundations was investigated, with the degree of nonhomogeneity (kD/sum) of soil varying from 0 to 5, and the embedment depth being up to four times the foundation diameter. The end bearing capacity factor in compression and the reverse bearing capacity factor in tension were both calculated and were compared with each other under different foundation displacements. Numerical results showed that the ultimate bearing capacity factor can have the same value in cases of both compression and tension. The recommended ultimate bearing capacity factor is determined on the basis of the embedment ratio and displacement magnitude, and the displacement is not more than 30% of the foundation diameter. Finally, two equations are proposed to evaluate both the bearing capacity factor and the effective depth factor.
19
Nagappa, Vijaykumar. "Experimental Study of Bearing Capacity Bridge Foundation Determination." ECS Transactions 107, no. 1 (2022): 891–98. http://dx.doi.org/10.1149/10701.0891ecst.
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Ethiopia is almost mountainous and hilly in topography, with many rivers flowing from the cities' centers. To facilitate transportation, a bridge across the Berbere Wonze River must be built. The bearing capacity of foundation soil is important for foundation design because it can carry heavy loads from the superstructure. The primary goal of this experimental geotechnical investigation is to determine the bearing capacity of foundation soil for the design of bridge foundation at Berbere Wonze River in Amahara Region South Wollo, Kombolcha, Ethiopia. The foundation investigation work includes a Dynamic Cone Penetration (DCP) test, a Standard Penetration Test (SPT), visual identification, groundwater monitoring, soil sampling, and subsequent laboratory tests on representative samples to determine the physical and engineering properties of the subsurface formations and soil underlying the proposed bridge sites. These are to provide safe and cost-effective foundations based on a combination of field data and laboratory test results.
20
Nikitina, N. S. "Bearing capacity of multilayer foundation beds." Soil Mechanics and Foundation Engineering 23, no. 4 (1986): 162–67. http://dx.doi.org/10.1007/bf01749098.
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Liu, Run, Meng-meng Liu, Ying-hui Tian, and Xinli Wu. "Effect of perforations on the bearing capacity of shallow foundation on clay." Canadian Geotechnical Journal 56, no. 5 (2019): 746–52. http://dx.doi.org/10.1139/cgj-2017-0647.
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As a type of shallow foundation, a mudmat serves as the seabed support structure for subsea wells, pipeline manifolds, and pipeline terminations. The shallow foundations are usually designed with perforations to facilitate installation and removal, but the influence of these perforations has not been fully understood. This paper presents a method to analyze the bearing capacities of both two-dimensional (2D) and three-dimensional (3D) perforated shallow foundations using finite element analysis. The soil was idealized as a Tresca material, with the undrained strength increasing linearly with depth. The outcome indicates that perforations have nonnegligible effects on the bearing capacity of shallow foundations. The bearing capacity decreases with increasing perforation ratio, R, and the degree of reduction increases with the increase of the dimensionless ratio kB/Suo, where k is the shear strength gradient, B is the width of the foundation, and Suo is the shear strength at the mudline. For 2D shallow foundations, there exists a critical perforation ratio, Rc; when the perforation ratio is lower than the critical perforation ratio, the perforated foundation does not lose its bearing capacity. For 3D shallow foundations, the bearing capacity decreases directly with the increase of perforation ratio, R.
22
Cao, Yanmei, Jiangchuan Ni, Jianguo Chen, and Yefan Geng. "Rapid Evaluation Method to Vertical Bearing Capacity of Pile Group Foundation Based on Machine Learning." Sensors 25, no. 4 (2025): 1214. https://doi.org/10.3390/s25041214.
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With the continuous increase in bridge lifespans, the rapid check and evaluation of the vertical bearing capacity for the pile foundations of existing bridges have been in greater demand. The usual practice is to carry out compression bearing tests under static loads in order to obtain the accurate ratio of the dynamic to static stiffness. However, it is difficult and costly to conduct in situ experiments for each pile foundation. Herein, a rapid evaluation method to measure the vertical bearing capacity of bridge pile foundations is proposed. Firstly, a 3D-bearing cap–pile group–soil interaction model was established to simulate a bearing test of a pile foundation that was subject to static loads and dynamic loads, and then the numerical results were validated by in situ dynamic and static loading tests on an abandoned bridge pier with the same pile group foundation; the dataset for machine learning was constructed using the numerical results, and finally, the bearing capacity of the pile foundation could be predicted rapidly. The results show the following outcomes: the established numerical model can effectively simulate dynamic and static loading tests of pile foundations; the intelligent prediction model based on machine learning can predict the ratio of static stiffness to dynamic stiffness and can thus rapidly evaluate the vertical residual bearing capacity and the designed ultimate loading capacity, allowing for the nondestructive testing and evaluation of the pile foundations of existing bridges.
23
Pan, Xiaodong, Ben He, Zonghao Yuan, et al. "Effect of Reinforced Bucket on Bearing Capacity and Natural Frequency of Offshore Wind Turbines Using Pile–Bucket Foundation." Advances in Civil Engineering 2022 (April 9, 2022): 1–17. http://dx.doi.org/10.1155/2022/9569102.
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Large-diameter monopiles have been widely used for constructing offshore wind turbines. The bearing capacity of a monopile foundation is a significant research problem. In this study, a new type of foundation, known as the pile–bucket foundation, was investigated to improve the bearing capacity of monopiles. A finite element software was used for establishing several numerical models of monopile and pile–bucket foundations to analyze the reinforcement afforded by the bucket attached to the monopile foundation. Furthermore, considering that offshore wind turbines are prone to resonance under the excitation of wind and wave loads, the natural frequencies of the monopile and pile–bucket foundations were determined and compared using both analytical and numerical methods. The results show that compared to the monopile foundation, the pile–bucket foundation has a significantly higher bearing capacity, mainly for large bucket diameters. The natural frequencies of the pile–bucket foundations are slightly higher than those of the monopile foundations. The addition of the bucket can effectively improve the natural frequency without changing the diameter of the monopile and thus saving the foundation cost.
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Qin, Li, Jin Xin Zhu, and Si Wen Zhao. "Research on Application of Suction Bucket Foundation for Transmission Tower in River Network Area." Advanced Materials Research 919-921 (April 2014): 727–30. http://dx.doi.org/10.4028/www.scientific.net/amr.919-921.727.
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Because the suction bucket foundation is construction period and low cost advantages,application of suction bucket foundation is more and more widely. In this paper, whether the suction bucket foundation can be used as the basis of transmission tower in river area were studied.According to the working mechanism of bucket foundation in soft clay ground and characteristics, through ABAQUS finite element simulation, bearing capacity under the pressure and uplift ultimate draw suction bucket foundation, and compare with the experimental results, verify the feasibility and accuracy of simulation.According to the transmission requirements of bearing capacity of the foundations,design the basic size,and verify whether the requirements of bearing capacity of foundation, confirmed the suction bucket foundation can be applied to the area of river network transmission tower.
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Prasetyo, Querida Addisty, Adinda Misela, Miladatul Khofifah, Apta Kania Damayanti, and Himatul Farichah. "The Effect of Ecentric Load on The Carrying Capacity Rectangular Foundation on Clay." Journal of Civil Engineering Science and Technology (CI-TECH) 3, no. 2 (2022): 76–81. http://dx.doi.org/10.33005/ci-tech.v3i2.62.
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 TThe foundation is part of the structure that directly functions to transmit the load from the weight of the structure above it to the ground. In this study, a rectangular foundation is used which is placed on clay soil with 3 variations in dimensions and 7 variations in eccentricity loading. This data will be used in finding the ultimate bearing capacity value. The purpose of this study was to determine the effect of eccentricity loads on the bearing capacity of rectangular foundations on clay soil types. The method used is the Meyerhof method (1963). The results obtained are the magnitude of the value of the bearing capacity of the foundation in each variation of its dimensions which is influenced by the eccentricity of the load. The conclusion of this study is that the bearing capacity of the foundation can be viewed from the coordinates of the axis of the foundation which is affected by the eccentricity of the load. The greater the eccentricity of the load received by the y-axis, the greater the value of the ultimate bearing capacity of the foundation. Meanwhile, the greater the eccentricity load received by the x-axis, the smaller the ultimate bearing capacity value.
 
 
 
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Hou, Juan, Xin He, Shen Lu, and Yanxia Ma. "Integrated Plug High-Strength Geocell Reinforcement in Foundation Design for Square Footing." Applied Sciences 14, no. 13 (2024): 5547. http://dx.doi.org/10.3390/app14135547.
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This paper develops an analytical model to calculate the ultimate bearing capacity of the integrated plug high-strength geocell (IPGC)-reinforced foundation under a square footing. The high strength and stiffness of the geocell wall and the typical failure of the integrated plug-in joint tearing were considered. The ultimate bearing capacity of the IPGC-reinforced foundation was calculated in two separate parts. The ultimate bearing capacity of an unreinforced foundation was calculated using the modified Terzaghi equation. The increased bearing capacity of the IPGC was calculated as the function of the tearing force of the geocell wall, the height and the diameter of a geocell, the empirical static earth pressure coefficient, and the vertical additional stress coefficient under uniformly distributed rectangular loading. The results showed that the maximum error between the experimental and the theoretical results is less than 18%. The ultimate bearing capacity of IPGC-reinforced foundations decreases with larger geocell diameters. When the diameter of the geocell exceeds 1.8 times the foundation width, the confinement effect of IPGC becomes negligible. The findings of this study offer a robust analytical equation for predicting IPGC-reinforced foundations, along with valuable insights into the efficacy of IPGC reinforcement in enhancing foundation stability.
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Al-Shyoukhi, Tamer, Mahmoud Elmeligy, and Ayman I. Altahrany. "Experimental and Numerical Parametric Studies on Inclined Skirted Foundation Resting on Sand." Civil Engineering Journal 9, no. 7 (2023): 1795–807. http://dx.doi.org/10.28991/cej-2023-09-07-017.
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Skirted foundation behavior is enhanced due to the increase in skirt angle. The bearing capacity of the inclined skirted foundations resting on sandy soil is influenced by the soil parameters and skirting systems. Finite element analyses were carried out using Plaxis-3D software to find out the influence of the relative density, the internal friction angle of the supported soil, and the additional skirts on the bearing capacity of the inclined skirted foundations. The experimental work on a small physical scale was also carried out to support the numerical findings, which give an acceptable agreement. The findings revealed that the increase in relative density resulted in a significant increase in the bearing capacity of the inclined skirted foundation. In the same way, as the internal friction angle increases, the bearing capacity is affected by this increase, which improves the bearing capacity value. The effect of the additional skirts on the bearing capacity is observed to be neglected, and, in some cases, it causes a negative effect. The findings of this study contribute to a greater comprehension of the behavior of inclined skirted foundations and can assist in the future design of more efficient and effective foundation systems. Doi: 10.28991/CEJ-2023-09-07-017 Full Text: PDF
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Zhang, Xin, Dongmin Yu, Kaifei Zhu, Aolai Zhao, and Minghao Ren. "The Horizontal Bearing Characteristics and Microscopic Soil Deformation Mechanism of Pile-Bucket Composite Foundation in Sand." Applied Sciences 14, no. 2 (2024): 907. http://dx.doi.org/10.3390/app14020907.
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The pile-bucket composite foundation represents an innovative foundation form that surpasses the horizontal bearing performance of both single bucket-shaped foundations and pile foundations. The intricate interplay between piles and buckets introduces the complexity of the factors influencing the bearing performance of composite foundations under horizontal loads. In this paper, the indoor model tests were conducted to investigate the effects of relative density and pile-to-barrel diameter ratio on the horizontal bearing capacity and surrounding soil pressure of the pile-bucket composite foundation. A sensitivity analysis on the bearing characteristics of the pile-bucket foundation was performed using ABAQUS/CAE 2020 software. The results reveal a consistent variation in load–displacement curves across diverse diameter ratios of piles to buckets. The pile-bucket diameter ratio significantly impacts the horizontal bearing characteristics of the composite foundation. Reducing the pile-bucket diameter ratio improves the horizontal bearing capacity of the composite foundation. When the diameter ratio of piles to buckets diminishes to ≤0.317, the influence of this ratio on bearing performance becomes markedly pronounced. The displacement range of the surface soil decreases with an increase in relative density, while the influence depth of the surrounding soil of the composite foundation significantly decreases as the pile-to-barrel diameter ratio decreases.
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Shaldykova, Assel, Sung-Woo Moon, Jong Kim, Deuckhang Lee, Taeseo Ku, and Askar Zhussupbekov. "Comparative Analysis of Kazakhstani and European Approaches for the Design of Shallow Foundations." Applied Sciences 10, no. 8 (2020): 2920. http://dx.doi.org/10.3390/app10082920.
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The design of shallow foundations is performed in accordance with different building regulations depending on geotechnical and geological conditions. This paper involves the design calculations applying Kazakhstani and European approaches. The design of shallow foundations in Nur-Sultan city in Kazakhstan was implemented by the calculation of bearing capacity and elastic settlement in accordance with the design procedures provided in SP RK 5.01-102-2013: Foundations of buildings and structures, and Eurocode 7: Geotechnical design. The calculated results of bearing capacity and elastic settlement for two types of shallow foundations, such as pad foundation and strip foundation, adhering to Kazakhstani and European approaches are relatively comparable. However, the European approach provided higher values of bearing capacity and elastic settlement for the designed shallow foundation compared to the Kazakhstani approach. The difference in the results is explained by the application of different values of partial factors of safety for the determination of bearing capacity and different methods for the calculation of the elastic settlement of shallow foundations (i.e., elasticity theory and layer summation method).
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Chen, Rong, He Feng Liu, Dong Xue Hao, and Zhi Yun Wang. "Comparative Analysis of Bearing Capacity of Inclined and Vertical Excavated Foundation." Applied Mechanics and Materials 680 (October 2014): 241–44. http://dx.doi.org/10.4028/www.scientific.net/amm.680.241.
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Excavated foundation has widely used in the field of transmission line engineering because of its large capacity to resist uplift and moment force. Elastic-plastic numerical model were established by using the finite element software ABAQUS focusing on the difference of bearing characteristics of inclined and vertical excavated foundation. There is very slight difference of axial uplift resistances between the both foundations because almost the same soil mass are mobilized at the same displacement loading. However, failure modes and horizontal resistances of negative, positive and vertical foundations are very different. The larger soil mass along the shaft of negative foundation is mobilized than positive and vertical foundations. The uplift resistances of vertical and negative foundations are about 5% and 25% higher than positive foundation at horizontal displacement of 50mm respectively.
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Ter-Martirosyan, Zaven, and Vitalii Sidorov. "Settlement and bearing capacity of the circular foundation." MATEC Web of Conferences 196 (2018): 03019. http://dx.doi.org/10.1051/matecconf/201819603019.
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In process of designing foundations of circular form in plane, as well as bored piles of circular cross section, there is important to quantify the stress-strain state and the bearing capacity of the soils interacted with the foundations, as well as under the toe of piles. The article presents the formulation and solution of the problem of determining the initial critical load at the base of the circular foundation, which is also relevant for the design case of the soil under the toe of a circular bored pile. It is shown that the condition of limiting equilibrium arises both under the center of the loaded area and on the contour of the circular loading area, and primarily on the contour. A comparative estimate showed that the ratio of the initial critical load to the base soil of the circular foundation under the center of the site is 2 times greater than the corresponding load for the point at the edge of the site.
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Wang, Bin, Ming-Hui Yuan, Liang Li, Chang-Feng Yuan, Ying Li, and Kan-Min Shen. "Sensitivity Analysis of Factors Affecting the Bearing Capacity of Suction Bucket Foundation in Soft Clay." Sustainability 14, no. 15 (2022): 9615. http://dx.doi.org/10.3390/su14159615.
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A suction bucket is the foundation for the development of offshore wind power technology in the deep sea, and its stability is crucial to the superstructure of the wind power generation system. Combined with soft clay soil strata along the Chinese coast, the bearing capacity of suction bucket foundations was studied using a numerical model. Sensitivity factors such as soil strength with random space distribution, dimensions of foundation, wind and wave loads in different directions, and cycle times were considered. The results show that the normalized foundation bearing capacity coefficient increases with the increase of the foundation length–diameter ratio. When the foundation length–diameter ratio is less than 1.0, the foundation bearing capacity coefficient is more sensitive to the soil non-uniformity coefficient than the length–diameter ratio. When the length–diameter ratio of the suction bucket is large enough, the influence of the soil non-uniformity coefficient on the bearing capacity of the suction bucket foundation gradually diminishes. When the direction of wind and wave loads is 15°, the bearing capacity of the suction bucket foundation is the weakest. Under the cyclic loads, the shallow soil strength weakens faster in the initial stage and the attenuation rate of soil strength slows down in the latter stage.
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Shayan, Bayat, and Sanaeirad Ali. "Probabilistic Analysis of Bearing Capacity of Strip Foundations Overlying Reinforced Embankments." Journal of Civil Engineering and Materials Application 3, no. 3 (2019): 173–82. https://doi.org/10.22034/JCEMA.2019.208084.1010.
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In cases where the soil underlying the foundation is loose and unable to carry the loads imposed by the structure, improving the soil by an appropriate approach is essential. The application of polymeric materials such as geogrids, in recent decades, has been of interest to engineers and researchers in order to increase the bearing capacity of soil foundations. Geogrid reinforcements allow for achieving an increased bearing capacity or a reduced layer thickness of soil improvements. The most significant factor used in the design of shallow foundations is the bearing capacity of the foundation along with its settlement. In geotechnical investigations, probabilistic analyses could be beneficial in the relevant problems. The Monte Carlo probabilistic simulation method is one of the most commonly used methods in solving geotechnical problems. Therefore, in the current research, a reasonable estimation of the bearing capacity of a strip foundation has been conducted by using a numerical model with the help of the discrete-element software FLAC3D in conjunction with the calculation of the probabilistic bearing capacity via the Monte Carlo simulation method and by considering the uncertainty of the soil internal friction angle and cohesion coefficients.
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He, Hongjie, Wen Qi, and Cheng Li. "Study on bearing capacity and influencing factors of bucket foundation for towering structures in soft soil areas." Journal of Physics: Conference Series 3021, no. 1 (2025): 012090. https://doi.org/10.1088/1742-6596/3021/1/012090.
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Abstract Bucket foundation is often used in towering structures. Bearing capacity of bucket foundation is one of the focuses in related fields. To investigate the bearing characteristics of bucket foundation in soft soil, a three-dimensional finite element model was established in this paper. This paper systematically investigates the bearing behavior of the foundation in soft soil under load components (horizontal and vertical moment) and analyzes the effect of main design parameters. The results show that the failure modes of bucket foundations are similar when subjected to horizontal loads alone. As the aspect ratio of the bucket foundation increases from 1 to 3, the horizontal and vertical bearing capacity factors increase by 72.12% to 58.29% and 9.59% to 6.10%, respectively.
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Zhai, Hanbo, Puyang Zhang, and Junqi Ren. "Horizontal Cyclic Bearing Characteristics of Bucket Foundation in Sand for Offshore Wind Turbines." Energies 18, no. 3 (2025): 572. https://doi.org/10.3390/en18030572.
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During the service period, the offshore wind turbine foundation mainly bears the wind load from the upper structure and the periodic loads such as wave load and sea currents from the lower structure. Long-term cyclic loads have an important impact on the cumulative deformation, foundation stiffness changes, and horizontal ultimate bearing capacity of the offshore wind turbine bucket foundation. This paper conducts cyclic loading tests on mono-bucket foundations under unidirectional and multidirectional cyclic loading conditions based on the multidirectional intelligent cyclic loading system of offshore wind turbine foundations and analyzes the cumulative effects of the loading direction, vertical load, and drainage status on the mono-bucket foundation during the cyclic loading process, effects of rotation angle, cyclic stiffness, and monotonic bearing capacity of foundation after cycles. The research results show that multidirectional cyclic loading significantly reduces the cyclic cumulative rotation angle of the mono-bucket foundation, and the maximum reduction rate can reach more than 50%. After unidirectional and multidirectional cyclic loading, the bearing capacity of the bucket foundation can be increased by up to 30% and 20%, respectively. At the same time, this paper proposes calculation formulas for vertical load, number of cyclic loading, and normalized cumulative rotation and establishes a calculation method for vertical load and bearing capacity of the foundation after cycles.
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Cherubini, C. "A closed-form probabilistic solution for evaluating the bearing capacity of shallow foundations." Canadian Geotechnical Journal 27, no. 4 (1990): 526–29. http://dx.doi.org/10.1139/t90-067.
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A closed-form solution for the probabilistic evaluation of shallow foundation bearing capacity according to the model proposed by Terzaghi, as modified by Krizek, is described. A numerical example explains the method of computation. Key words: statistics, probability, ultimate bearing capacity, allowable bearing capacity, shallow foundations, friction angle, numerical methods.
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Qian, Yongmei, Hualong Li, Wei Tian, et al. "Effect of Pile Spacing on Load Bearing Performance of NT-CEP Pile Group Foundation." Buildings 15, no. 9 (2025): 1404. https://doi.org/10.3390/buildings15091404.
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The NT-CEP pile is an innovative type of pile that builds upon the conventional concrete straight-hole cast-in-place pile. It primarily consists of two components: the main pile and the bearing plate. The key factors influencing its load-bearing capacity include the pile diameter, the cantilever dimensions of the bearing plate, and the slope of the bearing plate’s foot, among others. The pile spacing significantly influences the bearing capacity of NT-CEP pile group foundations. The overall bearing capacity of an NT-CEP pile group foundation is not merely the sum of the ultimate bearing capacities of individual piles; rather, it results from the interactions among the pile bodies, the cap, and the foundation soil. Advancing the design theory of NT-CEP pile groups and enhancing their practical applications in engineering requires an in-depth investigation of how different pile spacings influence the load-bearing performance of pile group foundations. This objective can be achieved by exploring the soil damage mechanisms around side, corner, and central piles. This exploration helps in clarifying the influence of pile spacing on the load-bearing performance. Based on research findings regarding the bearing capacity of single and double pile foundations, this paper utilizes ANSYS finite element simulation analysis to model six-pile and nine-pile groups. Because these arrangements are universally adopted in engineering practice, they are capable of accounting for the pile group effect under various pile spacings and row configurations. The nine-pile group comprises corner piles, side piles, and a center pile, enabling a comprehensive analysis of stress variations among piles at different positions. As six-pile and nine-pile groups represent common pile configurations, studying these two types can provide valuable insights and direct references for optimizing pile foundation design. The study systematically investigates the influence of varying piles spacings on the bearing capacity of NT-CEP pile group foundations. It concludes that, as pile spacing decreases, The displacement of the top of this pile increases. thereby enhancing the group piles effects. Conversely, increasing the spacing between piles represents an effective strategy for elevating the compressive capacity of the NT-CEP pile-group foundation. Larger spacing also increases the vertical load-bearing capacity of the central piles, enhances the lateral friction resistance of corner piles, and heightens the load-sharing proportion between the bearing plate and the pile end. Furthermore, increasing pile spacing raises the ratio of load sharing by the foundation soil for both the CEP nine-pile foundation and the CEP six-pile foundation. The reliability of the simulation study has been verified by a visualization small scale model test of a half cut pile.
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Liu, Xiteng, Dave H. Chan, and Brian Gerbrandt. "Bearing capacity of soils for crawler cranes." Canadian Geotechnical Journal 45, no. 9 (2008): 1282–302. http://dx.doi.org/10.1139/t08-056.
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Few studies have been carried out on the bearing capacity of soils for crawler cranes. Directly applying the bearing capacity equations used for shallow foundations to cranes often leads to conservative design. The total settlement is of less concern for cranes than for buildings, and cranes can normally tolerate larger differential settlements. Computer simulation and field studies have been carried out to study the allowable bearing capacity of soils for cranes. Equations modified from the traditional method to calculate the bearing capacity for shallow foundations have been proposed. In general, it was found that the bearing capacity for crawler cranes could be increased by as much as 50% from that for foundations. This depends on the soil type, crane, and mat configuration. A design procedure in evaluating foundation support for crawler cranes is also proposed.
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Nawawi, Yudith Surya Ambhita, and Nurly Gofar. "Effect of Geogrid Layer on Sand and Clay Soil Deformation Under The Site Foundation." Jurnal Teknik Sipil dan Perencanaan 27, no. 1 (2025): 50–63. https://doi.org/10.15294/jtsp.v27i1/10267.
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Two things must be evaluated when planning a shallow foundation: sufficient bearing capacity and non-excessive settlement. In theory, foundation-bearing capacity analysis is based on Terzaghi or Meyerhoff's theory. Terzaghi's theory assumes that the soil under the foundation is uniform to an infinite depth and has sufficient strength to withstand the applied load (Gofar & Kassim, 2007). In reality, the soil beneath the foundation does not always have adequate bearing capacity, which results in excessive settlement (Shahin et al., 2017). Soil replacement using good quality soil is commonly used to improve the bearing capacity of soft soils in a particular location. Many soil improvement methods have been used, including soil compaction, additives, hydraulic methods such as PVD installation, and inclusion methods. Another alternative is to install a layer of geotextile or geogrid under the foundation to increase bearing capacity and reduce deformation. Several studies on improving soil bearing capacity under footing foundations show a significant increase in bearing capacity due to installing geotextile or geogrid layers at a certain distance under the footing foundation. This research uses a numerical method where the analysis is carried out on a hypothetical model with a geometry comparison that matches the laboratory-scale model research conducted by Ambhita (2020). Numerical analysis was performed using SIGMA/W (Geoslope International, 2018). The results showed that the foundation settlement on the medium clay layer without geogrid reinforcement was more significant than on the sand layer with geogrid reinforcement. Using geogrid layers increases the stiffness of the soil so that the deformation (settlement) is more minor, and the placement pattern of the geogrid layer affects the deformation that occurs.
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Zhussupbekov, Askar, Assel Sarsembayeva, Baurzhan Bazarov, and Abdulla Omarov. "Design of Conical Foundations with Increased Bearing Capacity in Areas of Undermined Soils." Applied Sciences 14, no. 5 (2024): 1816. http://dx.doi.org/10.3390/app14051816.
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This article discusses the foundations of a conical shape directed with their apex downwards to increase the cross-sectional area and, accordingly, the bearing capacity during settlement and under the influence of horizontal tensile strains in undermined areas. To simulate the deformability of undermined and seismically exposed foundations, a three-dimensional expandable box was manufactured and assembled. Models of a conical foundation with an aperture angle of the cones at 90° and 80° were buried into the soil at 0.75 of its height, in order to provide a safety margin for further loading due to an increase in the bearing area when the cone is immersed deeper into the ground. Laboratory and field tests were performed on the vertical loading of single cones before and after horizontal soil displacement. Numerical modeling of the interaction between soil and foundation was carried out for conical foundation models that were considered for laboratory and field testing using the Plaxis 2D (Version 8.2) program. To compare the bearing capacity, isolated shallow foundations with a diameter equal to the cross section of the conical foundation at the intersection with the ground surface were tested. The isolated shallow foundations lost their bearing capacity after 0.15 kN in laboratory tests and after 75 kN in the field tests, while the ultimate bearing capacity of conical foundations with the similar cross section at the soil surface was not achieved, even after 0.2 kN during laboratory tests with horizontal soil displacement and at a load of 100 kN in field tests.
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Salman, Alaa D., Shrooq Shimran Khadim, Mahdi Karkush, and Ayad Al-Rumaithi. "Production of maps for bearing capacity of the shallow foundation in Baghdad city using SPTs and MATLAB software." IOP Conference Series: Earth and Environmental Science 1374, no. 1 (2024): 012023. http://dx.doi.org/10.1088/1755-1315/1374/1/012023.
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Abstract The standard penetration tests are considered one of the most important tests to determine the bearing capacity of the soil. In this research, a set of objective maps and equations were produced to estimate the bearing capacity of shallow foundations based on the results of SPTs conducted in Baghdad Governorate. The work includes drilling 213 wells 10 meters deep below the surface of the earth, and conducting three standard penetration tests (SPT) on each well at depths of 1.5, 6 and 9 m. The bearing capacity of the shallow foundations in the city of Baghdad was determined using the MATLAB program after the SPT values were corrected. Then several polynomial equations with multi-order interpolation are proposed to estimate the bearing capacity of the foundation, but the first-order polynomial equation is considered simpler and straightforward. Moreover, the root mean square error (RMSE) of all the proposed polynomial equations is almost the same. Thematic maps show the difference in the carrying capacity of shallow foundations across the total ground of Baghdad Governorate with respect to different depths. Then, a comparison was made between the calculated and estimated values of the foundation’s bearing capacity, where the results showed a discrepancy of 30% at a confidence level of 95%.
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Li, Jiajia. "Model Test and Numerical Simulation of Water Conservancy Foundation Bearing Capacity." Computational Intelligence and Neuroscience 2022 (August 31, 2022): 1–12. http://dx.doi.org/10.1155/2022/7386178.
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In order to further improve the construction quality of water conservancy projects under different soil conditions and ensure the safety, stability, and durability of water conservancy project foundation construction under special circumstances, this study takes the bearing capacity of water conservancy land foundation as the research direction, takes frozen soil foundation and bag gravel pier composite foundation as examples, and further optimizes the parameters of foundation bearing capacity by using the theory of foundation ultimate bearing capacity and related algorithms. The P-S curve of bearing capacity shows that when the foundation is frozen to −15°C and the foundation sum is about 190 kN, the P-S curve trend at this time changes significantly, which is not different from the indoor simulation result of 170 kN. The final numerical analysis of foundation bearing capacity is relatively reliable, which can provide a powerful reference for the calculation of foundation bearing capacity of hydraulic engineering.
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Wang, Tao, Xu Liu, Liyuan Liu, Wang Xiong, and Zhenyun Li. "Research on the Reinforcement Effect and Bearing Characteristics of High-Pressure Jet-Grouting Piles on Covered Road Composite Ground in Landfill Sites." Buildings 14, no. 2 (2024): 444. http://dx.doi.org/10.3390/buildings14020444.
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There is a notable difference between garbage pile foundations and general site foundations; due to their uneven particles, complex structure, and diverse composition, there are relatively few cases that can be used for reference. In this study, with the aim of renovating a landfill in Shenzhen, bearing-layer reinforcements were introduced in the overlying road of a garbage heap dominated by construction waste. The bearing capacity of a single-pile composite foundation was studied through a core-pulling test of high-pressure jet-grouting piles, a static load test of the bearing capacity of the single-pile composite foundation, design estimation, and numerical analysis. The results show that the obtained eigenvalue of the design estimate was 267.8 kPa, and the eigenvalue of the field test was between 182.58 kPa and 196.89 kPa, meeting the design requirement of an eigenvalue of no less than 175 kPa. The bearing capacity of the composite foundation of the single jet-grouting pile was analyzed using the ABAQUS numerical simulation software; the characteristic value of the bearing capacity of the single-pile composite foundation was 186.01 kPa, and the variation trend of its settlement–load curve was the same as that of the field test results, which met the design requirements. High-pressure jet-grouting pile technology has achieved remarkable results in the reinforcement of foundations that are mainly composed of construction waste.
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Sopiyanto, Reko, Yudhia Pratidina Pestalozzi, and Edito Dwi Antoro. "Evaluasi Penggunaan Fondasi Bore Pile Pada Bangunan Gedung Pelayanan Madrasah Aliyah Negeri Insan Cendekia Bengkulu Tengah." Borneo Engineering : Jurnal Teknik Sipil 1, no. 1 (2023): 61–70. http://dx.doi.org/10.35334/be.v1i1.2558.
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Based on data from the Bengkulu Province Bappeda, there were 3,341 buildings collapsed due to the failure of the lower structure (foundation). In the Service Building of Madrasah Aliyah Negeri Insan Cendekia, the foundation used can be considered inefficient. The reason is that the number of foundations is the same at each point even though each point has a different load and floor height. This study aims to evaluate the bearing capacity and the need for bore pile foundations in the Service Building of Madrasah Aliyah Negeri Insan Cendekia using quantitative methods. Based on the calculation of the ultimate bearing capacity (Qu) and allowable bearing capacity (Qizin) of the foundation, obtained (Qu) 208,992 tons, (Qizin) 65, 234 tons (Mayerhoof Method) and (Qu) 208,992 tons, (Qizin) 62,775 tons (Method Guy Sanglerat). The evaluation of the need for foundation piles using the Mayerhof method is the largest at the point of foundation one (P1) 3 foundation piles and the smallest is at the point of foundation five (P5) 1 pile foundation. Based on Guy Sanglerat's method, the largest foundation needs are at foundation points one and two (P1 and P2) 3 foundation piles, the smallest at foundation point five (P5) 1 foundation pile.
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Fan, Meiling, Lunliang Duan, Duoyin Wang, Bolin Zhan, and Linhong Shen. "Experimental Study on Mechanical Behavior of Skirt–Pile Foundations in Saturated Clay under Horizontal Load." Applied Sciences 14, no. 8 (2024): 3345. http://dx.doi.org/10.3390/app14083345.
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Skirt–pile foundations have gained widespread attention in the field of offshore engineering due to their ease of installation and high bearing capacity. In this study, the ultimate bearing capacity, pile bending moment distribution and development, cumulative deformation characteristics, and cyclic stiffness development of skirt–pile foundations were investigated using physical model tests. The experimental results indicate that the ultimate bearing capacity and deformation resistance of the foundation can effectively be improved by increasing the skirt diameter. The cumulative deformation of the skirt–piles exhibited rapid development during the initial stages of cyclic loading, eventually stabilizing. Under long-term cyclic loading, the existence of the skirt can share the bending moment, which then affects the internal force distribution of the pile foundation along the axis. The pile foundation’s cyclic stiffness reduces as the loading cycles increase and increases as the skirt diameter and length grow. Meanwhile, the horizontal cyclic stiffness decreases as the number of cycles increases, stabilizing after 3000 cycles. This study can not only deepen the understanding of the deformation laws of skirt–pile foundations in clay soil but also offers some references for the design of offshore pile foundations.
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Mao, Xiao Hui, and Qiang Yue. "Step by Step Calculation and Application of Multi-Type-Pile Composite Foundation." Applied Mechanics and Materials 170-173 (May 2012): 252–55. http://dx.doi.org/10.4028/www.scientific.net/amm.170-173.252.
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The flexible pile and the rigid pile, the gravel pile and CFG pile are arranged in a group as compound piles, which utilize their merits and avoid their shortcomings. Based on the study of the existing calculation methods for the bearing capacity of multi-pile composite foundation, the working behavior of loaded multi-pile composite foundation and the general influence of different construction methods to the bearing capacity of the soil are considered. The coefficient of the bearing capacity exertion of master piles, the coefficient of the bearing capacity exertion of minor piles, the coefficient of the bearing capacity exertion of the soil between piles and the coefficient of the bearing capacity improvement of the soil are introduced. The new step-by-step calculation method for the bearing capacity of multi-pile composite foundation is put forward. Through designed a high-rise frame structure with multi-type-pile composite foundation, the results show that the multi-type-pile composite foundation is more whole and possess stronger capacity of load transfer compared with single-type-pile composite foundation. It can satisfy the requirements of load bearing capacity and deformation under special foundation conditions.
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Zakariya, Ali, Ahmad Rifa’i, and Sito Ismanti. "Behaviour of Axial Bearing Pile under Liquefaction Condition Based on Empirical and 3D Numerical Simulation." Jurnal Teknik Sipil dan Perencanaan 25, no. 1 (2023): 34–51. http://dx.doi.org/10.15294/jtsp.v25i1.42954.
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The liquefaction phenomenon affects to bearing capacity losses of building foundations. When liquefaction occurs in loose sandy soils, the pore water pressure increases, and the effective soil stress decreases significantly. This study deals with the bored pile foundation of Kretek 2 bridge, which is located in an area with high vulnerability to liquefaction. The study aimed to estimate the axial load-bearing capacity of the foundation of Kretek 2 bridge under liquefaction conditions. This study compares the results of calculations using empirical approaches with 3D numerical simulation modeling using MIDAS GTS NX. The results of the empirical calculations show a reduction in the axial bearing capacity of the foundation under liquefaction conditions of 2.88-8.16% and 2.63-7.23% for the approach of Reese and Wright 1977 and O’Neill and Reese 1989, respectively. While using 3D numerical modeling, although there was a decrease in skin resistance, there was no significant decrease in the total bearing capacity, and it was still above the design load (3632.563456.02 kN). Based on these results, the bearing capacity of the installed Kretek 2 Bridge foundation is still capable of receiving loads during static and liquefaction states.
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Liu, Wen Bai, Ye Li, and Da Shan Wang. "Experimental Study of Compressive Bearing Capacity of Pile-Bucket Foundation." Advanced Materials Research 261-263 (May 2011): 1851–55. http://dx.doi.org/10.4028/www.scientific.net/amr.261-263.1851.
Full textAbstract:
By combining indoor model experiment and numerical simulation, the analysis of pile-bucket foundation bearing capacity under pressure load was conducted, and the bearing capacity can be enhanced by enlarging the three main dimensions of pile-bucket foundation: diameter of bucket, height of bucket and length of pile. By enlarging the diameter of bucket by 1.5 times while maintaining the two other dimensions, the bearing capacity can be enhanced by 140%;the bearing capacity can be enhanced by 15% when the height of bucket is enlarged by 2 times; the bearing capacity can be enhanced by 14% when the pile length is enlarged by 30% ,that means the variation of bucket diameter affects the pile-bucket foundation bearing capacity most, apart from that the variation of bucket diameter also holds the most obvious effect on the ground foundation soil body in crosswise scope, the bucket diameter of 3# pile-bucket was 1.5 times that of 1# pile-bucket, after the surrounding soil broke, the influence scope on crosswise soil surface was enhanced by the size 3.8 times breadth of bucket diameter; and the pile-length variation keeps the largest effect on surrounding soil body in-depth, the depth of effect on grounding soil of 1#pile-bucket is enlarged by 925mm comparing by 2#pile-bucket (approximately 9 times of bucket diameter) ; By conducting indoor-model pressure bearing capacity experiment on pile –bucket foundation,bucket foundation and circular-shape shallow foundation with same diameter, the limiting bearing capacity of pile-bucket foundation is 3.2 times that of circular-shape shallow foundation and 1.26 times that of bucket foundation, a manifestation of the bearing capacity advantage of pile-bucket foundation.
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Olchawa, Andrzej, and Andrzej Zawalski. "Comparison of shallow foundation design using Eurocode 7 and Polish Standard." Journal of Water and Land Development 20, no. 1 (2014): 57–62. http://dx.doi.org/10.2478/jwld-2014-0007.
Full textAbstract:
Abstract Bearing capacity of cohesive soils was calculated based on PN-B-03020:1981P and Eurocode 7. Strength parameters of cohesive soil modified by the authors: shear strength in undrained conditions cu, effective cohesion c' and effective friction angle φ' were adopted for calculations acc. to Eurocode 7. Values of these parameters depend on a leading parameter - liquidity index IL. Bearing capacity was calculated for two pad foundations of a size B × L = 2.0 × 3.0 m and 1.5 × 2.0 m and for one 2.0 × 14.0 m strip foundation. The capacity calculated acc. to EC 7 was reduced by multiplying by a factor α = 0.87 to account for different bearing capacity coefficients in Polish Norms and Eurocodes. Performed calculations showed comparable bearing capacity of substratum irrespective of adopted norms EC 7 and PN for foundation pads. In all analysed cases, however, the bearing capacity of foundation strips calculated acc. to Eurocode 7 was higher than those calculated acc. to PN-B-03020:1981P. The reason is in the values and ways of accounting partial security coefficients and in differences in the values of shape coefficients used in the equation for ultimate bearing resistance of soil substratum.
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Sokolov, Nikolay, Boris Mikhailov, and Svetlana Viktorova. "Foundation with increased load bearing base capacity." E3S Web of Conferences 274 (2021): 03015. http://dx.doi.org/10.1051/e3sconf/202127403015.
Full textAbstract:
Along with other advanced geotechnical technologies for the exploration of underground space, electro-discharge technology (EDT technology) is one of the fundamental in the field of the construction of auger-injection microcircuits, as well as the construction transformation of the properties of foundation soils with weak physical and mechanical characteristics. At the same time, having significant differences compared to other methods of subsurface development of buildings and structures, the geotechnical EDT technology has a number of advantages, such as: 1) increased specific soil load-bearing capacity; 2) constructability of the auger piles in any geotechnical conditions; 3) possibility of geotechnical works performance under restricted conditions. As a basic structure for the development of new technologies, it has a large scientific research potential for the purposes of introducing it into modern underground construction.