A grey-forecasting analysis of the ultimate bearing capacity of the pile foundation on the soft soil in Tianjin area

2011 ◽  
Author(s):  
Jie Liu ◽  
Pengxiang Wei ◽  
Xiaofeng Jiang
Keyword(s):  
Bearing Capacity ◽  
Pile Foundation ◽  
Soft Soil ◽  
Ultimate Bearing Capacity ◽  
Grey Forecasting ◽  
Forecasting Analysis

scholarly journals KOMPARASI KINERJA ALAT PILE DRIVING ANALYZER DAN SOFTWARE CAPWAP DALAM MENGHASILKAN DAYA DUKUNG ULTIMIT PONDASI TIANG

2020 ◽  
Vol 28 (3) ◽  
pp. 378
Author(s):  
Rasdinanta Tarigan
Keyword(s):  
Bearing Capacity ◽  
Pile Foundation ◽  
Soft Soil ◽  
Performance Comparison ◽  
Ultimate Bearing Capacity ◽  
Pile Foundations ◽  
Pile Driving ◽  
Analysis Program ◽  
Wave Analysis ◽  
The Difference

Buildings that stand on soft soil usually use a pile foundation. Testing the ultimate bearing capacity of pile foundations in the field is a Pile Driving Analyzer (PDA) tool. Besides being inexpensive to test, the results can also be known quickly. This tool is supported by a software called CAPWAP (CAse Pile Wave Analysis Program).In this paper, a performance comparison of the Pile Driving Analyzer (PDA) and CAPWAP (CAse Pile Wave Analysis Program) software will be presented in producing the ultimate bearing capacity of pile foundations. The results of both will be analyzed in such a way that the causes of the differences in the performance of the Pile Driving Analyzer (PDA) and the CAPWAP software are known.The results obtained show that the performance of the Pile Driving Analyzer (PDA) tool will not be optimal if the energy transferred to the pile foundation is too small. The energy given by the hammer when struck must be in the range of 1% - 2%, if it is smaller then the performance of the tool in producing the ultimate bearing capacity will not be representative. The difference in the ultimate bearing capacity between the PDA device and the CAPWAP software for energy transferred to the pile foundation (EMX) under the specified energy standard is 10.71% - 33.23%. Meanwhile, energy that meets the specified standards has a value between 0.24% - 1.80%.

scholarly journals Model Test Ultimate Bearing Capacity of Bakau Piles Foundation on Soft Soil Deposit

2018 ◽  
Vol 1 (2) ◽  
pp. 94-99
Author(s):  
Muhammad O Yunus
Keyword(s):  
Bearing Capacity ◽  
Pile Foundation ◽  
Soft Soil ◽  
Ultimate Bearing Capacity ◽  
Small Scale ◽  
Test Results ◽  
Loading Test ◽  
Deep Foundation ◽  
Foundation Model ◽  
Ultimate Settlement

The pile foundation is one of the deep foundation types commonly used to support building loads when hard soil layers are deeply located. To determine the ultimate bearing capacity of a pile foundation of the load test results, there are several methods commonly used to interpretation test results such as Davisson method, Mazurkiewich method, Chin method, Buttler Hoy method and De Beer method. The aim of this study was to determine the characteristics of soft soil and bakau piles used in the study and to analyze the size of the bearing capacity ultimate of pile foundation that is modeled on a small scale in the laboratory. From the test results of material characteristics of the soil used is organic clay type with medium plasticity with specific gravity 2.75, liquid limit, LL = 50.36% and plasticity index, PI = 13.2%. While the results of testing the characteristics of bakau piles obtained average water content of 21.58%, tensile strength of 18.51 MPa, compressive strength of parallel fiber 23.75 MPa and perpendicular fiber 14.10 MPa, bending strength 106, 22 MPa, and strong split 29.91 MPa. From the result of loading test of the foundation model in the laboratory, it is found that the ultimate bearing capacity of the model without foundation is 41.00 kN with the ultimate settlement of 14.00 mm, the model of the 20 cm long bakau piles foundation is 52.00 kN with the ultimate settlement of 13.00 mm, the foundation model a 30 cm long bakau piles foundation of 54.00 kN with a 10.00 mm ultimate settlement, a 40 cm long bakau piles foundation model of 56.00 kN with an ultimate settlement of 8.50 mm.

scholarly journals Calculation of Ultimate Bearing Capacity of Pile Foundations of Highway Bridges under the Coupling of Steep Slope and Karst

2020 ◽  
Vol 198 ◽  
pp. 02017
Author(s):  
Zhongju Feng ◽  
Shaofen Bai ◽  
Wu Min ◽  
Jingbin He ◽  
Zhouyi Huang ◽  
...  
Keyword(s):  
Bearing Capacity ◽  
Pile Foundation ◽  
Highway Bridges ◽  
Ultimate Bearing Capacity ◽  
Steep Slope ◽  
Karst Area ◽  
Correction Coefficient ◽  
Finite Element Software ◽  
Calculation Results ◽  
Vertical Bearing

In order to study the influence of steep slope-karst coupling on the vertical bearing characteristics of pile foundation, the orthogonal simulation tests of pile foundation under 4 different roof thickness and 5 different slope are carried out by using Marc finite element software, and the correction coefficient of vertical partial bearing capacity of pile foundation according to roof thickness and slope is put forward. The test results show that when the thickness of the roof is more than 3 times the pile diameter, the ultimate bearing capacity of the pile foundation tends to be stable, and the value is about 19% when the slope is 45°; the ultimate bearing capacity of the pile foundation decreases gradually with the increase of the slope, and the reduction reaches 29.83% when the slope is greater than 45°. According to the calculation results, the variation law of vertical partial bearing capacity of pile foundation is analyzed, and the calculation formula of standard value of vertical ultimate bearing capacity of pile foundation in steep slope karst area considering both roof thickness and slope is put forward, and the correction coefficients αi and β are put forward.

scholarly journals PERKUATAN DAN STABILISASI BADAN JALAN MENGGUNAKAN SISTEM PLAT SPUN PILE

2020 ◽  
Vol 2 (1) ◽  
pp. 69-76
Author(s):  
Putera Agung Maha Agung ◽  
Dea Putri Tsabita
Keyword(s):  
Bearing Capacity ◽  
Pile Foundation ◽  
Average Length ◽  
Soft Soil ◽  
Pile Group ◽  
Pile Head ◽  
Friction Resistance ◽  
Concrete Plate ◽  
Body Construction ◽  
Negative Friction

AbstractSome damages of the Jalan Lintas Selatan Road, Suradita-Kranggan has occured every year with the identical failure cycle. One of the effort to make problem solving is to replace the base of road body construction with a concrete plate construction supported by circular pre-stressed concrete pile foundation (spun pile) system. The system will carry on the upper structure or embankment (subgrade) since the below of the structure exists soft soil layers and the depth of hard layer soil reachs more than 10 m. Later on, all vertical and horizontal forces including moments caused by the external loads can be retained by the plate and spun pile foundation system. The purpose of the study is to calculate the bearing capacity, negative friction force, settlement of spun pile group with using field test data (SPT and CPT); and diameter variation of pile is 30 cm to 50 cm. From calculations with the average length of 1400 cm and diameter of 50 cm can be determined bearing capacity of 298.9 tons by SPT and 504.3 tons by CPT data, respectively. Then, lateral bearing capacity is 168.5 tons (free pile head) and 344.2 tons (fixed pile head). The settlement occurred of a single pile foundation is 9.40 cm. The results of negative friction resistance were obtained is 81.9 tons. The group piles is designed of 2 (two) rows and 3 (three) columns and can be safe for receiving the construction and traffic loads. Based on the analysis results, the concrete plate and spun pile system has fullfilled to design criteria. Keywords: spun pile, bearing capacity, negative friction, settlement, pile group.AbstrakKerusakan pada Jalan Lintas Selatan, Suradita-Kranggan terjadi setiap tahun dengan siklus kegagalan yang sama. Salah satu upaya penyelesaian masalah tersebut adalah mengganti landasan konstruksi badan jalan dengan plat beton yang didukung oleh sistem pondasi tiang pancang bulat beton prategang (spun pile). Sistem ini akan memikul struktur atas atau timbunan (subgrade) karena di bawah struktur terdapat lapisan tanah lunak dan kedalaman tanah keras mencapai lebih dari 10 m. Nantinya, semua beban vertikal, horizontal berikut momen akibat beban luar dapat ditahan oleh sistem plat dan pondasi spun pile. Tujuan studi ini adalah untuk menghitung daya dukung, gaya gesek negatif, dan penurunan dari kelompok tiang menggunakan data hasil uji lapangan (SPT dan CPT), dan variasi diameter tiang adalah sebesar 30 cm sampai 50 cm. Dari hasil perhitungan dengan panjang rata-rata 1400 cm dan diameter tiang 50 cm dapat ditentukan daya dukung sebesar 298,86 ton (data SPT) dan 504,3 ton (CPT data) secara berurutan. Kemudian, daya dukung lateral sebesar 168,5 ton (kepala tiang bebas) dan sebesar 344,2 ton (kepala tiang terjepit). Penurunan tunggal rata-rata yang terjadi adalah sebesar 9,40 cm. Hasil tahanan gesek negatif diperoleh sebesar 81,9 ton. Kelompok tiang yang direncanakan adalah terdiri 2 baris tiang dan 3 kolom tiang dan aman untuk menerima beban konstruksi dan beban lalu lintas. Berdasarkan hasil analisis, sistem plat dengan spun pile telah memenuhi kriteria desain. Kata kunci: spun pile, daya dukung, gaya gesek negatif, penurunan, grup tiang.

Research on Influence Factors of the Ultimate Bearing Capacity of the Soil of Push-Extend Multi-under-Reamed Pile under Compression

2013 ◽  
Vol 671-674 ◽  
pp. 538-541 ◽  
Author(s):  
Yong Mei Qian ◽  
Yan Yi ◽  
Ruo Zhu Wang
Keyword(s):  
Bearing Capacity ◽  
Pile Foundation ◽  
Theoretical Basis ◽  
Influence Factors ◽  
Ultimate Bearing Capacity ◽  
Failure Behavior

In this paper, according to achievements about the failure behavior of soil around the Push-extended Multi-under-reamed Pile and the ultimate bearing capacity under compression, they are qualitative or quantitative analyzed that the variation factors affect the ultimate bearing capacity of the Push-extend Multi-under-reamed Pile, in order to further improve and revise the calculating formula for the ultimate bearing capacity of the Push-extend Multi-under-reamed Pile, and then to provide more reliable theoretical basis for the design of pile foundation.

scholarly journals Analysis of Bored Pile Foundation Bearing Capacity Based on Cone Penetration Test Data (Case Study: Cilellang Weir Location)

2021 ◽  
Vol 8 (1) ◽  
pp. 30
Author(s):  
Indra Mutiara
Keyword(s):  
Bearing Capacity ◽  
Pile Foundation ◽  
Cone Penetration Test ◽  
Ultimate Bearing Capacity ◽  
Deep Foundations ◽  
Penetration Test ◽  
Cone Penetration ◽  
Bored Pile ◽  
Method Show

The use of a bored pile foundation is an alternative in planning deep foundations. The function of this bored pile foundation is more or less the same as other deep foundations such as piles but has a slight difference in the process. The bored pile foundation begins with drilling the ground to the planned depth, followed by the installation of steel reinforcement and then concrete mortar. This study aims to evaluate the Cone Penetration Test (CPT) data on the bearing capacity of the bored pile foundation. Calculation of bearing capacity from Cone Penetration Test (CPT) data using the Schmertmann & Nottingham method and the Mayerhof method. Based on CPT data, the percentage calculation of ultimate bearing capacity at location S1 with the Schmertmann & Nottingham method is more optimistic ±17.28% compared to using the Mayerhof method for bored pile diameters of 60 and 80 cm, while for bored pile diameters of 40 cm, calculations using the Mayerhof method show more optimistic by 21.89%. The percentage calculation of ultimate bearing capacity at location S2 using the Schmertmann & Nottingham method is ±11.66% more optimistic than using the Mayerhof method for bored pile diameters of 60 and 80 cm, while the diameter of the bored pile 40 cm, the calculation using the Mayerhof method shows a more optimistic result of 33.82%.

scholarly journals Experimental Exploration of Bearing Capacity of Clay with Multiple Inflatable Anchors

Geofluids ◽  
2020 ◽  
Vol 2020 ◽  
pp. 1-11
Author(s):  
Qiu-nan Chen ◽  
Meng Yang ◽  
Xiao-cheng Huang
Keyword(s):  
Steady State ◽  
Bearing Capacity ◽  
Soft Soil ◽  
Ultimate Bearing Capacity ◽  
Failure Behavior ◽  
Linear Stage ◽  
Mechanical Behaviors ◽  
Anchor Group ◽  
Pull Out ◽  
Soil Deposits

Inflatable anchors have been applied to reinforce foundations because soft soil deposits have a low bearing capacity. However, previous research on the mechanical behaviors of inflatable anchors has focused on a single anchor. Since anchors are always used in a group, the uplift behavior of multiple inflatable anchors in soft soil should be investigated. A series of pull-out tests were conducted in this framework by changing the number, spacing, and layout of inflatable anchors. Additionally, the effect coefficient (ECO) of multiple inflatable anchors is discussed. It is found that the failure behavior of multiple inflatable anchors exhibits a three-stage curve: an initial linear stage, followed by nonlinear, and steady-state stages. In addition, the ultimate bearing capacity of multiple inflatable anchors is maximized if the ratio of the spacing of inflatable anchors to the equivalent expanding section diameter of an inflatable anchor is 6.84. It is recognized that the ECO of this new multiple inflatable anchor group is sometimes greater than 1, unlike that of conventional anchors, which have ECOs of less than 1. In addition, the layout of multiple inflatable anchors in the shape of a cinquefoil is recommended due to its high ECO.

Research on Time Effect of Bearing Capacity of Jacked Pile in Soft Soil

2011 ◽  
Vol 403-408 ◽  
pp. 1896-1899
Author(s):  
Jia Tao Wang ◽  
Xiang Hong Song ◽  
Li Wen Zhang
Keyword(s):  
Bearing Capacity ◽  
Soft Soil ◽  
Frictional Resistance ◽  
Ultimate Bearing Capacity ◽  
Time Effect ◽  
Single Pile ◽  
Logarithmic Curve ◽  
Side Resistance ◽  
Calculation Results ◽  
Penetration Mechanism

Through the study on the characteristics of bearing capacity of jacked pile in soft soil, it is found that the increment of ultimate bearing capacity of the single pile is mainly determined by pile side resistance. The end resistance has little influence on the time effect of bearing capacity of pile. The relationship between ultimate bearing capacity and time can be expressed with logarithmic curve. According to penetration mechanism of jacked pile, the expansion of a series of spherical cavities in semi-infinite space is used to simulate the process of pile installation. Soil is assumed as Mohr-Coulomb material. Based on the theory of spherical cavity expansion, estimating formulas were proposed to calculate the ultimate side frictional resistance. Then the ultimate bearing capacity of single pile in different time can be obtained. Analyses show that the calculation results are close to the measured data and the error between computed and measured value is little. So it is acceptable for the formula to forecast bearing capacity of jacked piles.

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