Contrastive Studies of the Testing Method for the Bearing Capacity and Deformation Modulus of Dynamic Consolidation Backfill Foundation

2012 ◽  
Vol 446-449 ◽  
pp. 1606-1614
Author(s):  
Yue Gui ◽  
Hui Tao ◽  
Pei Ning Zhu ◽  
Hua Hai Yang ◽  
Tong Fa Deng
2012 ◽  
Vol 446-449 ◽  
pp. 1606-1614
Author(s):  
Yue Gui ◽  
Hui Tao ◽  
Pei Ning Zhu ◽  
Hua Hai Yang ◽  
Tong Fa Deng

The study collected a great deal of testing data, including the physical properties of soil before dynamic compaction and in-situ test and laboratory test data after dynamic consolidation, from twenty-eight engineering practices about dynamic consolidation granite residual soils(GRS) backfill foundation in power construction in Guangdong province over the past fifteen years. The backfill were classified into three types according to the fraction of soil, the corresponding foundations were classified into three types too. Base on the plate loading testing (PLT), the suitability of testing the bearing capacity and deformation modulus of dynamic Consolidation backfill foundation, by dynamic penetrating testing (DPT), standard penetrating testing (SPT) and laboratory soil testing (LST), were evaluated. The statistic relationships between SPT, DPT blow count and the bearing capacity, deformation modulus of dynamic consolidation backfill foundation were also generalized; as well as the factors influent the testing results were analyzed. And the accuracy of adopting two common region specifications to determine the bearing capacity and deformation modulus were analyzes. This article has some reference value on ground treatment detection of dynamic consolidation backfill foundation with similar engineering geological conditions.


2021 ◽  
Author(s):  
Xing Wang ◽  
YANG WU ◽  
Jie Cui ◽  
Chang-qi Zhu ◽  
Xin-zhi Wang

Abstract The landforms and vertical strata distribution characteristics of Yongxing Island show that the reclaimed reef island is characterized by soft upper strata (calcareous sand) and hard lower strata (reef limestone). In this study, a series of plate loading tests was conducted to examine the influences of particle gradation, compactness, and moisture condition on the bearing mechanism and deformation properties of the calcareous sand foundation. When the foundation is shallowly buried, the relative density range corresponding to a calcareous sand foundation exhibiting local shear failure is narrower than that of a terrigenous sand foundation. For the same compactness, dry calcareous medium sand has a much larger bearing capacity and deformation modulus than dry calcareous fine sand. The effect of water on the bearing capacity of the calcareous medium sand is greater than the effect on calcareous fine sand. Its weak cementation and low permeability make the initial deformation of saturated calcareous fine sand slightly smaller than that under dry conditions. The stress dispersion angle of the calcareous medium sand foundation is 52°, which is larger than that of terrigenous sand. A larger stress dispersion angle leads to a higher bearing capacity and deformation modulus than those of terrigenous sand.


2020 ◽  
Vol 12 (14) ◽  
pp. 5852
Author(s):  
Jiaxiao Ma ◽  
Nan Yan ◽  
Mingyi Zhang ◽  
Junwei Liu ◽  
Xiaoyu Bai ◽  
...  

Soda residue (SR), a waste by-product of sodium carbonate production, occupies land resources and pollutes the environment seriously. To promote the resource reusing of waste SR, this paper studies the feasibility of utilizing SR for the preparation of soda residue soil (SRS) through laboratory and field tests. The SR and fly ash (FA) were mixed with six different proportions (SR:FA is 1:0, 10:1, 8:1, 6:1, 3:1, 1:1) to prepare SRS, and the optimum water content, maximum dry density, shear strength, and unconfined compression strength of the SRS were measured. The representative SRS (SR:FA is 10:1) was selected to investigate the compression performance and collapsibility. The preparation and filling method of SRS in the field was proposed, and the effects of gravel, sand, and lime on the mechanical properties of SRS were studied through field tests. The results show that the addition of FA contributed to the strength development of SR, and the addition of lime, sand and rubble have a significant effect on the subgrade bearing capacity of SRS. The subgrade bearing capacity and deformation modulus of SRS in field tests is more than 210 kPa and 34.48 MPa, respectively. The results provide experimental basis and reference for the preparation of SRS, the scientific application of SRS in geotechnical engineering to promote sustainable development.


2011 ◽  
Vol 90-93 ◽  
pp. 1295-1298
Author(s):  
Xiu Guang Song ◽  
Kai Yao ◽  
Qing Dong Wu ◽  
Ji Shan Liu

The effective reinforcement depth was the main design basis of dynamic consolidation. The concept and affecting factors of the effective reinforcement depth were analyzed in the paper. The evaluating standards and determining methods were also summarized. The effective reinforcement depth could be determined from the field test and the in-situ test index. Three kinds of methods could be used to determine the effective reinforcement depth: field testing method, numerical simulation method and formula method.


2021 ◽  
Vol 11 (8) ◽  
pp. 3396
Author(s):  
Michał Baca ◽  
Jarosław Rybak

Pile bearing capacity is usually understood as the sum of the bearing capacities of the pile’s base and shaft. Nevertheless, the behaviour of the pile base and shaft can be different, depending on what testing method is used for the evaluation of the bearing capacity. In this paper, three different methods of pipe pile testing are introduced, which make it possible to evaluate the pile base and shaft bearing capacities. On the basis of the tests conducted on a laboratory scale and numerical simulations performed with the finite element method, different approaches to bearing capacity evaluation have been compared. As a result, some similarities and differences between the applied methods are presented.


2010 ◽  
Vol 163-167 ◽  
pp. 3457-3460
Author(s):  
Zhong Chang Wang

There is high requirement to the foundation of the raceway of container gantry crane. However, the marine soft soil is distributed extensively at Dalian ports. In the paper, the settlement and bearing capacity of natural and composite foundation of raceway of container gantry crane under design load is analyzed by finite element method on the basis of geological data, foundation treatment. The relationship of different deformation modulus and foundation bearing capacity is obtained by considering the strength of foundation and the requirement of settlement. The settlement and the inclination value of two sides of container gantry crane which is less than the permitting value of laws under consolidated ground and corresponding load condition is obtained. The corresponding deformation modulus of consolidated ground is obtained under different load condition. The boundary of basis is easy to failure, the treatment range extension of foundation should be considered.


Author(s):  
М.Н. Дмитриева ◽  
В.А. Лухминский ◽  
А.М. Хахина

В настоящей статье разработана математическая модель, предназначенная для расчета глубины колеи, образующейся при работе малогабаритного трелёвочного трактора на слабом почвогрунте. Модель составлена на основе разработок ученых в области теории движения автомобиля в условиях бездорожья, дополненных собственными теоретическими разработками авторов. В качестве интегральных характеристик прочности и деформативности почвогрунта использованы модуль деформации и несущая способность. Причём, ввиду того, что модуль деформации почвогрунтов, характерных для условий работы малогабаритных трелёвочных тракторов, отличается низким значением и сопоставим с действующим нормальным напряжением, в работе использована уточнённая зависимость для связи деформации почвогрунта с параметрами нагрузки и движителя. Прочие физико-механические свойства слабого почвогрунта выражены через его модуль деформации, выражения получены по результатам аппроксимации справочных данных. В разработанной математической модели использована уточненная формула для учёта взаимосвязи радиальной деформации шины малогабаритного лесного трактора и деформации сжатия почвогрунта. Формула позволяет учесть тот факт, что при прочих равных условиях на мягких почвогрунтах деформация шины будет меньше по значению, чем деформация шины на более прочных почвогрунтах. Модель также учитывает отклонение направления результирующей нагрузки от нормали к поверхности почвогрунта и поступательную скорость движителя. Это достигается введением в формулы для расчёта несущей способности почвогрунта поправочных коэффициентов на направление приложения нагрузки и коэффициента динамичности, рассчитываемого с использованием реологического параметра почвогрунта при расчёте среднего давления по пятну контакта движителя с почвогрунтом. Модель реализована численно в программном комплексе Maple 2015. По результатам аппроксимации расчётных данных получена упрощённая модель для оценки глубины колеи, образующейся на слабых почвогрунтах под воздействием движителя малогабаритного трелёвочного трактора. Упрощенная модель предназначена для практических расчётов при варьировании модуля деформации грунта от 0,1 до 1 МПа, ширины колеса от 0,15 до 0,3 м, диаметра колеса от 0,6 до 1,2 м, давления в шине от 0,15 до 0,75 МПа, нагрузки на колесо от 5 до 25 кН, скорости трактора 1–5 м и угла отклонения вектора нагрузки от нормали от 0 до 30°. The paper presents a mathematical model designed to calculate the depth of the rut formed by the small-sized skidder on soft soils. The model bases on scientific research in the theory of off-the-road locomotion, completed with the authors’ own theoretical developments. The model uses deformation modulus and bearing capacity as integral characteristics of strength and deformability of the soil. Moreover, because the deformation modulus of soft soils has a low value and is comparable to the normal stresses, the model uses a refined dependence for linking the soil deformation and the load parameters. Other physical and mechanical properties of the soil expressed in terms of its modulus, the expressions obtained as a result of the approximation of the reference data. The developed mathematical model uses refined formula to account the relationship of tire deflection of small-sized skidder and the soil deformation. The formula allows to take into account the fact that, ceteris paribus on soft soils deformation of the tire is smaller in value than the tire deformation on stronger soils. The model also takes into account the deviation of the direction of load resulting from the normal to the surface of soil and translational speed of the mover. This is achieved by introducing into the formulas for calculation of the bearing capacity of soil-ground correction factors on the direction of application of the load and the dynamic coefficient, calculated using the soil’s rheological parameter in calculating the average pressure on the contact patch of soil with the mover. The model is implemented numerically in the software package Maple 2015. As a result of the calculated data approximation obtained a simplified model to estimate the depth formed on the soft soils under the influence of the small-sized skidder’s mover. The simplified model is intended for practical calculations by varying soil deformation modulus of 0.1 to 1 MPa, wheel width from 0.15 to 0.3 m wheel diameter from 0.6 to 1.2 m, tire pressure of 0.15 to 0.75 MPa, wheel load of 5 to 25 kN, skidder speed of 1–5 m and the load deviation from the normal from 0 to 30 degrees.


1998 ◽  
Vol 4 (4) ◽  
pp. 283-291
Author(s):  
Antanas Alikonis

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.


2016 ◽  
Vol 2016 ◽  
pp. 1-12 ◽  
Author(s):  
Jinxing Lai ◽  
Houquan Liu ◽  
Junling Qiu ◽  
Haobo Fan ◽  
Qian Zhang ◽  
...  

Cement fly-ash gravel (CFG) pile is a widely used ground reinforcement technique. This paper aims to address the mechanical characteristics of CFG composite foundation in consolidating saturated mine tailings (MTs) dam. The field static load tests were employed to explore the bearing capacity of the CFG composite foundation, and finite element (FE) models in three dimensions validated through comparison with experimental results were used to discuss the pile-soil stress distribution and pile-soil stress ratio of the CFG composite foundation. The results indicate that the distribution of earth pressure and pile stress is relatively homogeneous and stable over depth and load, while the development of CFG composite foundation bearing capacity is insufficient, in which the developed bearing capacity of CFG piles is less than 50% of its characteristic value. Additionally, compared with the laboratory model test results, the pile-soil stress ratio decreases with the increasing of the load in FEM results proved to better conform to the actual engineering conditions. Furthermore, the deformation modulus and thickness of cushion exert significant influence on pile-soil stress ratio and integral bearing capacity of CFG composite foundation.


2017 ◽  
Vol 2017 (5) ◽  
pp. 1-9
Author(s):  
Sławomir Kwiecień

The dynamic replacement method of soil strengthening consists in the constructing columns made of aggregate of various granularity. In order to form them, heavy pounders (weighing from 10 to 20 tonnes) are dropped from the height of 25 m. Considering the specificity of this technique, it is quite important to verify on site the assumptions of the project, such as diameter and length of columns, their compaction or stiffness. For that reason, a number of examinations are performed, including column excavations, various types of probing tests or trial loads. The latter consists in determining the “load-settlement” dependence - usually during initial and secondary loadings phase – and on their basis, indicating the value of deformation modulus. Therefore, a stiff plate is placed on the column head and the loading is realised using actuators leaning on the ballast. The diameter of the loading plate depends on diameter and length of column and on the predicted pressure under the plate. The diameter of the loading plate is often smaller than column's diameter. This paper tries to determine the influence of the diameter of the plate used in test loads on the result of the research presented as “load-settlement” dependence and on the values of deformation modulus determined on their basis. The calculations were performed using FEM on a spatial numerical model calibrated on the basis of column's bearing capacity tests. Two models were applied in calculations: elastic-ideally plastic and isotropic hardening elastoplastic.


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