scholarly journals The influence of the stratum structure of the pipe pile sliding pile of the offshore platform

2021 ◽  
pp. 6
Author(s):  
Keyword(s):  
Bearing Capacity ◽  
Pile Foundation ◽  
Soft Soil ◽  
Limit State ◽  
Soil Layer ◽  
Measurement Data ◽  
Friction Resistance ◽  
Side Friction ◽  
The Impact ◽  
Bearing Layer

This article has carried on the theoretical analysis to the generation mechanism of the sliding pile phenomenon. A certain prediction was made on the causes of slipping piles and their influencing factors. At the same time, it is based on the collected field measurement data, an engineering example is selected to briefly analyze the changes in the bearing capacity of the pile foundation after the sliding pile occurs. It is found that the influence of the sliding pile on the bearing capacity of the pile foundation is mainly the influence on the side friction resistance of the pile, and the reduction of the soil resistance is also mainly due to the reduction of the side friction resistance of the pile. Finally, using ABAQUS finite element analysis software, a numerical simulation analysis was carried out on the changes of the stratum structure, the analysis results show that the position change of the soft soil layer has a certain influence on the bearing capacity of the pile, but it does not change the settlement of the pile top under the limit state; The greater the strength of the supporting layer, the greater the bearing capacity and the greater the displacement when reaching the limit state; The length of the slipped pile does not affect the bearing capacity of the pile foundation, and the farther the slipping occurs from the bearing layer, the smaller the impact on the bearing capacity of the pile foundation. Therefore, in the actual project, attention should be paid to the selection of the bearing layer and the soft soil layer close to the bearing layer should be removed to reduce the impact of the slipping pile on the bearing capacity of the pile foundation and ensure that the bearing capacity of the pile foundation meets the design requirements.

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.

scholarly journals Side Friction of Rock-Socketed Piles Involving Thick Sediment

2020 ◽  
Vol 2020 ◽  
pp. 1-13
Author(s):  
Tie Hang Wang ◽  
Liang Zhang ◽  
Yan Zhou Hao ◽  
Xin Jin
Keyword(s):  
Bearing Capacity ◽  
Applied Load ◽  
Load Transfer ◽  
Rock Strength ◽  
Soil Layer ◽  
Vertical Direction ◽  
Thick Layer ◽  
Side Resistance ◽  
Side Friction ◽  
The Impact

This paper investigates the skin friction transfer characteristics of the rock-socketed section of a rock-socketed pile resting on thick sediment by conducting in situ core-drilling tests and static loading tests. Test results show that when using the impact hole-forming method in weakly cemented soil, a layer of sediment is deposited at the pile bottom. Due to the existence of sediment, when the load reaches a certain value, sudden and large subsidence is observed. This indicates that the end resistance does not contribute to the bearing capacity. Thus, it is not appropriate to consider both end resistance and side resistance in the existing design method of a rock-socketed pile. The bearing capacity of a single rock-socketed pile should be determined according to the side resistance of the soil layer and rock-socketed section only. Numerical analysis is performed to determine the deformation and load-carrying capacity of the pile and the distribution of friction on the sides of the rock-socketed segment. Under a given applied load, small settlement is observed when socketed thickness and rock strength are relatively large. The distribution of side friction of the socketed segment along the vertical direction shows a double-peak saddle shape. When the socketed thickness and rock strength are relatively smaller, the lower peak is higher than the upper peak, and conversely, when the socketed thickness and rock strength are relatively larger, the lower peak is smaller than the upper peak. For a given applied load on the pile top, smaller socketed thickness results in larger settlement and side friction. Due to the thick layer of sediment, the axial force of the rock-socketed segment of the pile gradually decreases along the vertical direction from the applied load on the pile top to zero at the bottom. According to the mechanical properties at different shear stages, a function is derived for the complete constitutive model for a pile-rock interface. Analytical solutions for the friction of a single pile are obtained under the conditions of failure and elasticity deformation of the surrounding rock. Its load transfer equation is derived as well. Accordingly, an equation is proposed for calculating the bearing capacity of rock-socketed piles resting on sediment at the bottom.

scholarly journals Probabilistic assessment of pile capacity based on CPTu probing including random pile foundation depth

2018 ◽  
Vol 196 ◽  
pp. 01058 ◽  
Author(s):  
Marek Wyjadłowski ◽  
Irena Bagińska ◽  
Jakub Reiner
Keyword(s):  
Bearing Capacity ◽  
Objective Assessment ◽  
Probabilistic Approach ◽  
Measurement Data ◽  
Direct Methods ◽  
Side Surface ◽  
Design Stage ◽  
Direct Data ◽  
Design Calculations ◽  
The Impact

The modern recognition of subsoil with the use of CPTu static probes allows to obtain detailed information necessary for the designing. Registered basic two quantities, i.e. cone resistance qc and friction on the sleeve fs, often become direct data, which allow to estimate bearing capacity of the base and the side surface of the pile. Direct methods use similarity of the pile work and piezo-cone work during the examination. An important design stage is the appropriate development of measurement data prior to the commencement of the procedure of determining the pile bearing capacity. Algorithms generated on the basis of empirical experiments are often applied with the simultaneous use of test loads. The probabilistic approach is also significant, because it enables objective assessment of the reliability level of performed design calculations. This work contains an analysis of the impact on the estimated bearing capacity and reliability of a pile of variable random depth of the pile base. It also includes the determination of probabilities of obtaining the assumed safety index for the designed solution at random foundation depth.

Nonlinear Finite Element Analysis of Super-Long Pile and Soil Interaction in Soft Soil

2011 ◽  
Vol 201-203 ◽  
pp. 1601-1605 ◽  
Author(s):  
Shang Ping Chen ◽  
Wen Juan Yao ◽  
Sheng Qing Zhu
Keyword(s):  
Finite Element ◽  
Constitutive Model ◽  
Soft Soil ◽  
Three Dimensional ◽  
Nonlinear Behavior ◽  
Element Model ◽  
Element Analysis ◽  
Friction Resistance ◽  
Tip Resistance ◽  
Side Friction

In this paper, a nonlinear three-dimensional finite element model for super-long pile and soil interaction is established. In this model, contact elements are applied to simulate the nonlinear behavior of interaction of super-long pile and soil. A nonlinear elastic constitutive model for concrete is employed to analyze stress-strain relation of pile shaft under the axial load and the Duncan-Chang’s nonlinear constitutive model is used to reflect nonlinear and inelastic properties of soil. The side friction resistance, axial force, pile-tip resistance, and developing trend of soil plastic deformation are obtained and compared with measured results from static load tests. It is demonstrated that a super-long pile has the properties of degradation of side friction resistance and asynchronous action between side and pile-tip resistance, which is different from piles with a short to medium length.

Model Test of Bearing Capacity of WasteTire Assembly Foundation on Soft Soil Layer

2021 ◽  
Vol 69 (7) ◽  
pp. 263-269
Author(s):  
Me ti ◽  
Tri Harianto ◽  
Abdul Rachman Djamaluddin ◽  
Achmad Bakri Muhiddin
Keyword(s):  
Bearing Capacity ◽  
Model Test ◽  
Soft Soil ◽  
Soil Layer

Experiment Research on Bored Pile with Post-Grouting Technology

2013 ◽  
Vol 838-841 ◽  
pp. 854-857
Author(s):  
Rui Chao Cheng ◽  
Xin Yu
Keyword(s):  
Bearing Capacity ◽  
Static Load ◽  
Load Test ◽  
Static Load Test ◽  
Pile Head ◽  
Experiment Research ◽  
Friction Resistance ◽  
Bored Pile ◽  
Post Grouting ◽  
Side Friction

The bearing capacity characteristics and side friction characters of post-grouting pile were studied in the static load test which included two piles with post-grouting or not. When the pile head settlements were same, the loads applied on the pile top were used to analyze the bearing properties of post-grouting pile. We got the ultimate side friction of post-grouting pile after fitting test curves of relations between friction resistance and displacement. The tests indicate that both the bearing capacity characteristics and side friction of post-grouting pile are increased in various degrees.

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 Reliability analysis of an end-bearing pile with account for friction forces on the pile surface

2020 ◽  
pp. 2-2
Author(s):  
Vladimir S. Utkin
Keyword(s):  
Bearing Capacity ◽  
Reliability Analysis ◽  
Limit State ◽  
Soil Layer ◽  
Material Behavior ◽  
Performance Criteria ◽  
Soil Behavior ◽  
Foundation Soil ◽  
Friction Forces ◽  
End Bearing Pile

Introduction. The behavior of end-bearing piles in the foundation soil and the methodology for their reliability analysis, treated as operational safety measures applicable to a separate bearing element of a pile foundation, need clarification and further development. The weakness of the established reliability analysis methodology, focused on the bearing capacity of the foundation soil, is its failure to take account of each case of the soil behavior above rock or low compressibility soils pursuant to Construction rules and regulations 24.13330.2011. Taking account of the bearing capacity of this soil layer in respect of the load accommodation by an end-bearing pile (taking account of the pile weight) may improve its reliability by the criterion of the bearing capacity in combination with the soil behavior below the bottom tip of a pile. Nizhne-Suyanskiy Waterworks Facility had the mission to solve water household, energy and socio-economic problems. Materials and methods. The author analyzed piles made of any applicable materials; their reliability analysis methods are based on the possibility theory due to the limited amount of statistical information on controllable parameters to be entered into the limit state design model to verify the bearing capacity of the foundation soil. Results. The author presents the design formula to identify the parameters ensuring reliable failure-free behavior of an end-bearing pile in the foundation soil and in respect of the soil bearing capacity. The pile reliability analysis performed in respect of its bearing capacity (and focused on the strength of the pile material) is provided in the references section. The author uses two performance criteria to analyze the reliability of an end-bearing pile, given that an end-bearing pile is analyzed as a consistent mechanical system in terms of the reliability theory. Conclusions. The author has developed a methodology used to analyze the reliability of end-bearing piles. It is focused on the bearing capacity of the foundation soil below the bottom tip of a pile and along its length with a view to the quantitative assessment of its safe performance at the stage of design of a facility that has a piled footing; the groundwork has been laid for further research into the behavior of end-bearing piles and for the development of design regulations applicable to various types of piles that may differ in material, behavior, sinking techniques, etc.

scholarly journals DETERMINING A SUFFICIENT DEPTH OF PILE FOUNDATION ON THE PERTAMINA GRAVING DOCK DESIGN SORONG PAPUA

2016 ◽  
Vol 24 (1) ◽  
pp. 46
Author(s):  
Franto Novico
Keyword(s):  
Bearing Capacity ◽  
Rural Areas ◽  
Land Surface ◽  
Pile Foundation ◽  
Soil Layer ◽  
Frictional Resistance ◽  
Point Load ◽  
Small Island ◽  
Suitable Structure ◽  
Transitory Function

Engineering geological aspect and bearing capacity of pile foundation are significant for safety of upper structure, especially for substantial constructions such as a docking ship. Moreover, it provides effectiveness and cost efficiency when applies in rural areas of Indonesia. This is due to lack of docking ship appropriately built at rural areas particularly in eastern areas of Indonesia. Karim island of Papua even though is a small island yet is very strategic as Pertamina place its transitory function on that island connecting its oil supply route to Sorong. Appropriate docking ship construction is required to aim the effective and efficient port management. Choosing the most suitable structure for a docking is also the key. Graving dock structure has been chosen by Pertamina as the most appropriate type of structure for the docking ship in Karim Island. The structure of graving dock planned to be built in Karim island Papua, is projected to be able to serve the maximum 7500 DWT ship capacity, with approximately dimension is 125 x 25 x 8 meters. Therefore, to support the plan, type and design of the best foundation is the key. There are two methods could be done in determining the type and bearing capacity foundation. Field and laboratory test applied ASTM, field observation result by applying Meyerhoff theory and laboratorial analysis derived from Tarzaghi theory. Those observation and analysis has confirmed that the soil layer at the graving dock design consists of three layers, those are; cover layer, silt-clay layer and clay rock unit. Therefore, the most suitable foundation to be constructed in that area is a pile massive foundation, with depth of pile foundation approximately -20 m below the land surface, and the ultimate point load pile massive for 30x30 cm – 75x75 cm dimension approximately 79.76 – 406.25 ton, and frictional resistance value approximately 24.59 – 61.48 ton. Keyword : Pile Pondation, bearing capacity, Graving dock Aspek geologi teknik dan besarnya nilai kapasitas suatu pondasi tiang pancang merupakan suatu hal yang sangat penting demi keamanan pembangunan struktur bagian atas, khususnya untuk bangunan yang besar dan tinggi. Pembuatan dok kapal menjadi tuntutan yang tak bisa dielakkan demi terlengkapinya manajemen pelabuhan yang efektif dan efisiensi pada daerah yang terpencil. Bangunan graving dock kapal yang direncanakan pada Pulau Karim Papua, diproyeksikan untuk dapat melayani kapal dengan kapasitas maksimal 7500 DWT, dengan dimensi berkisar 125 x 25 x 8 meter. Jenis dan perencanaan pondasi yang tepat sangat penting guna menunjang keamanan bangunan graving dock itu sendiri. Metoda yang digunakan untuk mengetahui jenis pondasi dan daya dukung pondasi didapat dari hasil uji lapangan dan laboratorium. Pengujian lapangan dan laboratorium berdasarkan ASTM, analisis data lapangan mempergunakan metoda Mayerhoff sedangkan analisis data laboratorium mempergunakan metoda Terzaghi. Lapisan tanah pada rencana graving dock terdiri dari tiga bagian yaitu; lapisan penutup, lempung lanauan dan satuan batuan lempung. Untuk itu jenis pondasi yang dipilih adalah pondasi tiang pancang massif. Kedalaman pemancangan pondasi berkisar -20m dari muka tanah. Hasil analisis menunjukkan kuat tekan tiang pancang massif untuk diameter 30x30 cm hingga 75x75 cm berkisar 79.76 – 406.25 ton, sedangkan untuk nilai tarik berkisar dari 24.59 hingga 61.48 ton. Kata Kunci : Tiang pancang, nilai kapasitas, Graving dock

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