海洋盐度场对细粒沉积物临界剪应力影响北大核心CSCD

黄河口海域盐度变化受黄河入海径流量、气候及海洋动力条件的影响,河口沉积物的沉降、固结及侵蚀等动力学行为与黄河口海域盐度变化有密切关系。为研究不同盐度环境对河口沉积物抗侵蚀性变化的影响,在现代黄河三角洲刁口河路潮滩上进行原位试验,模拟不同盐度的沉积环境,使用黏结力仪（CSM）对细粒沉积物进行抗侵蚀性测试。结果表明细粒沉积物的临界剪应力为0.728～1.581Pa,且随着沉积环境盐度增加,细粒沉积物的临界剪应力呈线性增加。当沉积环境盐度增加1时,其临界剪应力增加约0.02Pa。     

海洋盐度场对细粒沉积物临界剪应力影响

黄河口海域盐度变化受黄河入海径流量、气候及海洋动力条件的影响,河口沉积物的沉降、固结及侵蚀等动力学行为与黄河口海域盐度变化有密切关系。为研究不同盐度环境对河口沉积物抗侵蚀性变化的影响,在现代黄河三角洲刁口河路潮滩上进行原位试验,模拟不同盐度的沉积环境,使用黏结力仪(CSM)对细粒沉积物进行抗侵蚀性测试。结果表明细粒沉积物的临界剪应力为0.728~1.581Pa,且随着沉积环境盐度增加,细粒沉积物的临界剪应力呈线性增加。当沉积环境盐度增加1时,其临界剪应力增加约0.02Pa。     

电阻率法监测黄河口海床沉积物固结过程现场试验研究

为了研究黄河口海床沉积物固结过程中电阻率同工程力学性质指标的对应关系,探索海床土体固结过程的新型原位监测技术,本文在黄河刁口流路三角洲叶瓣潮坪上,现场取土配置黄河口快速沉积形成的流体状沉积物和观测研究粉质土海床的固结过程。利用静力触探、十字板剪切试验、孔隙水压力监测等原位土工测试手段,实时测定固结过程中海床土强度变化和孔隙水压力消散过程;同时通过埋置自行研制的环形电极探杆,实时测定海床土固结过程中的电阻率变化。通过对比分析海床土电阻率与工程力学性质指标的同步测定数据发现:黄河口饱和粉土的电阻率与微型贯入试验测得的土体贯入强度,静力触探试验测得的比贯入阻力,十字板剪切试验测得的不排水抗剪强度(峰值强度、残余强度)均呈乘幂关系,且相关性良好;海床沉积物在固结过程中的电阻率与孔隙水压力呈负线性相关性。     

盐度影响沉积物抗侵蚀性的环形水槽试验研究

黄河口海域盐度变化受入海径流量、海洋动力条件及气候等影响,时空变化显著。河口区盐度场的变化不仅会影响营养盐、污染物的运输,还会改变入海泥沙的沉降及固结特性,进一步影响沉积物的抗侵蚀性。为研究不同盐度环境对沉积物抗侵蚀性的影响,选用黄河三角洲沉积物进行室内循环水槽试验,模拟不同盐度条件下沉积物发生侵蚀再悬浮的过程。研究得出在本研究区盐度0～36‰范围内,黄河口细颗粒沉积物临界切应力值存在明显差异,变化范围为0.055 6～0.080 6 Pa。固结程度相同,沉积物临界切应力随盐度的增加呈对数增长特征,在盐度小于9‰的条件下,黄河口细颗粒沉积物抗侵蚀性受盐度环境变化的影响尤为明显;固结程度不同,随着固结时间的推移,盐度环境的增加对沉积物临界切应力的促进作用减小。     

杭州湾浅层粉土动力特性研究

选用杭州湾广泛分布的浅层粉土为研究对象,进行了一系列动三轴加载试验,研究了结构性、加载频率及动应力对杭州湾海底浅层粉土动应变、临界循环应力比和动强度的影响。试验结果表明,同一加载条件下,重塑样比原状样在更小振次内达到破坏,原状样动强度大于重塑样;结构性是影响土样动强度的重要因素,结构性对土样强度的影响随着动应力的增大而增强,随着频率的增大而减弱;加载频率的变化也对试样动力特性有较大影响,随着频率的增大,试样达到破坏所需振次加大,试样临界循环应力比也随之增大。     

海洋粉质粘土在波浪荷载作用后的不排水抗剪强度衰化特性

通过对南海重塑粉质粘土土样的大量动三轴试验结果分析,得到此种土在波浪荷载作用后不捧水抗剪强度衰化同动载作用引起的动应变幅及平均累积孔压之间的相互关系和预估公式;并通过与超固结土样的静三轴剪切试验结果的比较,发现动、静三轴两种试验结果具有很好的吻合关系。建议可用超固结土样的静三轴剪切试验同时结合部分动三轴试验来预估土样在波浪荷载作用后不排水抗剪强度衰化与平均累积孔压之间的关系。     

动荷载作用下海底粉土的孔压响应及其动强度

本文选用近海分布较广的粉土为研究对象 ,利用室内动三轴试验结果 ,找出动荷载作用下粉土的动应力应变关系 ,分析模拟波浪荷载作用下粉土中的孔压响应、临界循环次数 ,确定波浪作用下粉土的应力状态、破坏临界循环次数 ,判断不同深度处的粉土发生液化的可能性及发生液化所需要的时间 ;研究粉土在动荷载作用下的强度降低 ,为海上工程设计和施工提供科学依据。     

不同粘粒含量粉质土的动力强度特性研究

通过室内实验研究了黄河三角洲地区粘粒质量分数为3%～15%的饱和粉土动力强度特性.使用动三轴施加轴向动力,测得试样在动荷载作用下达到破坏时所需的振动次数及破坏过程中孔隙水压力的变化情况.试验结果显示每一组试样在不同循环应力作用下饱和粉土的破坏振次随剪应力比的增加而减小.通过对比分析不同粘粒含量粉土动强度特征曲线,得出粉土动强度对粘粒含量有很大的依赖性,在一定粘粒含量范围内,粉土动强度随粘粒含量增加先减小后增大.     

黄河口海底液化粉土特征研究

选取黄河口埕岛油田海域作为研究区,在先前调查研究工作的基础上对该区域海底液化粉土特征进行研究,从声学特征、物理力学参数特征、微结构特征以及动三轴试验分析这4个方面详细分析了液化粉土与未液化粉土的性质差异。研究表明,液化粉土的物理力学性质相对于未液化粉土有着明显的变化,液化粉土的标贯击数值较未液化粉土增加,在相同的振次条件下,液化粉土的抗液化剪应力比比未液化粉土大,土的抗液化强度增加,液化粉土较未液化粉土更难发生液化。     

现代黄河三角洲潮滩沉积物抗侵蚀性原位试验

潮滩沉积物的抗侵蚀性影响着海岸线的稳定,关系到海岸防护工程决策。2008年7月在现代黄河三角洲海港潮滩使用自制的循环水槽进行了表层沉积物抗侵蚀性试验,并测试了沉积物的物理力学性质。经现场实测得出海港潮滩表层沉积物的临界侵蚀切应力值为0.088~0.254 Pa,沉积物抗侵蚀性的非均匀特征,促使了滩面凹坑的形成。影响沉积物临界侵蚀切应力的因素中,剪切强度与临界侵蚀切应力的关系最为密切,二者呈良好的线性关系。临界侵蚀流速试验值与利用各泥沙起动公式计算得到的值差别较大,在目前情况下采用原位测试能得到较为客观的临界侵蚀条件。     

Undrained strength behaviour of a cemented marine clay under monotonic and cyclic loading

The paper presents the results of a series of monotonic and cyclic triaxial shear tests carried out to study the influence of the strain effect and load cycles on the undrained shear strength of a cemented marine clay from the East coast of India. The undrained shear strength of Indian coastal marine clay has been established from a detailed shear testing carried out in three phases. Undisturbed soil samples taken out from the seabed were used in the test. In the first part, a comprehensive monotonic shear testing has been carried out under both stress-controlled and strain rate-controlled conditions. In the second phase on identical soil specimen, undrained cyclic shear tests were carried out at various cyclic stress ratios (CSR) and these stress levels are chosen in such a way so that no failure occurred during testing. In the final phase post cyclic monotonic shear testing was conducted to qualitatively evaluate the damage caused by cyclic loading. The monotonic shear test results bring out the influence of cementation that can be detected by the stress-controlled test. The cyclic stress results are analysed in terms of CSR. Further, the results are correlated in terms of stress path.     

The effect of cyclic loading on the undrained shear strength of a silty clay

Abstract

The strength of saturated clays subjected to low‐frequency cyclic loading is of considerable importance in the design of offshore structures. A series of postcyclic undrained triaxial strength tests were carried out on samples of a silty clay (Keuper Marl), which had not failed under cyclic loading, to investigate the effect of this loading on the postcyclic monotonie effective stress path and strength of the soil. Undrained cyclic loading of normally consolidated and lightly overconsolidated samples by generating positive pore pressures caused the apparent degree of overconsolidation to increase. Samples subsequently subjected to monotonie testing followed effective stress paths commensurate with this apparent overconsolidation and failed on the “Hvorslev” surface on the “dry” side of the stable state boundary surface rather than on the critical state as would be expected of samples of this initial stress history. Samples which were initially heavily overconsolidated did not generate large pore pressures under cyclic loading and did not therefore exhibit large changes in postcyclic monotonie strength. The reduction in strength after cyclic loading therefore is greater for normally consolidated and lightly overconsolidated samples. The pore pressures generated under postcyclic monotonie loading are related to the degree of apparent overconsolidation achieved during cyclic loading.     

循环荷载作用下粉土的动力学特征

选用近海分布广泛的粉土为研究对象,利用动三轴压缩试验结果得到了动荷载作用下粉土的应力-应变关系、孔压发展模式及动强度与临界循环次数之间的关系;探讨固结围压和固结比对粉土动力学性质的影响。动力学试验结果表明,动剪切模量随着固结围压的增大而增大,动阻尼比随动剪应变幅的变化关系受围压影响不大;不同围压对动剪应力的比值影响很小,同一围压下随着固结比的增大,动剪应力比也会随之增大;不同围压及不同固结比对以Nf表示的峰值孔隙水压力发展模式影响很小。     

CPT-Based estimation of undrained shear strength of fine-grained soils in the Huanghe River Delta

The Huanghe River（Yellow River） Delta has a wide distribution of fine-grained soils. Fluvial alluviation, erosion,and wave loads affect the shoal area, resulting complex physical and mechanical properties to sensitive fine-grained soil located at the river-sea boundary. The cone penetration test（CPT） is a convenient and effective in situ testing method which can accurately identify various soil parameters. Studies on undrained shear strength only roughly determine the fine content（FC） without ma...     

In situ pore-pressure evolution during dynamic CPT measurements in soft sediments of the western Baltic Sea

We present in situ strength and pore-pressure measurements from 57 dynamic cone penetration tests in sediments of Mecklenburg (n?=?51), Eckernförde (n?=?2) and Gelting (n?=?4) bays, western Baltic Sea, characterised by thick mud layers and partially free microbial gas resulting from the degradation of organic material. In Mecklenburg and Eckernförde bays, sediment sampling by nine gravity cores served sedimentological characterisation, analyses of geotechnical properties, and laboratory shear tests. At selected localities, high-resolution echo-sounder profiles were acquired. Our aim was to deploy a dynamic cone penetrometer (CPT) to infer sediment shear strength and cohesion of the sea bottom as a function of fluid saturation. The results show very variable changes in pore pressure and sediment strength during the CPT deployments. The majority of the CPT measurements (n?=?54) show initially negative pore-pressure values during penetration, and a delayed response towards positive pressures thereafter. This so-called type B pore-pressure signal was recorded in all three bays, and is typically found in soft muds with high water contents and undrained shear strengths of 1.6–6.4 kPa. The type B signal is further affected by displacement of sediment and fluid upon penetration of the lance, skin effects during dynamic profiling, enhanced consolidation and strength of individual horizons, the presence of free gas, and a dilatory response of the sediment. In Mecklenburg Bay, the remaining small number of CPT measurements (n?=?3) show a well-defined peak in both pore pressure and cone resistance during penetration, i.e. an initial marked increase which is followed by exponential pore-pressure decay during dissipation. This so-called type A pore-pressure signal is associated with normally consolidated mud, with indurated clay layers showing significantly higher undrained shear strength (up to 19 kPa). In Eckernförde and Gelting bays pore-pressure response type B is exclusively found, while in Mecklenburg Bay types A and B were detected. Despite the striking similarities in incremental density increase and shear strength behaviour with depth, gas occurrence and subtle variations in the coarse-grained fraction cause distinct pore-pressure curves. Gaseous muds interbedded with silty and sandy layers are most common in the three bays, and the potential effect of free gas (i.e. undersaturated pore space) on in situ strength has to be explored further.     

Penetration Depth of Torpedo Anchor in Two-Layered Cohesive Soil Bed by Free Fall

The penetration depth of torpedo anchor in two-layered soil bed was experimentally investigated. A total of 177 experimental data were obtained in laboratory by varying the undrained shear strength of the two-layered soil and the thickness of the top soil layer. The geometric parameters of the anchor and the soil properties (the liquid limit, plastic limit, specific gravity, undrained shear strength, density, and water content) were measured. Based on the energy analysis and present test data, an empirical formula to predict the penetration depth of torpedo anchor in two-layered soil bed was proposed. The proposed formula was extensively validated by laboratory and field data of previous researchers. The results were in good agreement with those obtained for two-layered and single-layered soil bed. Finally, a sensitivity analysis on the parameters in the formula was performed.     

Strength Behavior of Marine Sands at Elevated Confining Stresses

A testing program was initiated to determine the stress-strain and strength behavior of two very different marine sands (a calcareous sediment from South Australia and a siliceous sediment from the United Kingdom) at elevated confining pressures. The testing matrix consisted of a series of isotropically consolidated, undrained (CIU) and drained (CID), triaxial compression tests on samples of naturally deposited calcareous and siliceous sediment and remolded calcareous sediment. It was found that the calcareous samples displayed little cemented behavior during shear. For tests conducted at pressures up to 1.5 MPa, a significant amount of particle crushing occurred in the calcareous samples but not in the siliceous samples. Particle degradation and reorientation facilitates transitions from dilative to contractive behavior with increases in confining stress. The calcareous sediment exhibited contractive behavior at confining pressures above approximately 500 kPa and the siliceous sediment remained dilative at stresses up to 1 MPa during undrained loading. Comparison with data collected by the University of Sydney (CID tests with confining pressures up to 60 MPa) showed that most of the variations in strength behavior occurred within the low stress range (up to 2 MPa) tests conducted at URI. This was evident in the friction angle data and in the reloading Young's modulus data.     

Field Evaluation of Undrained Shear Strength from Piezocone Penetration Tests in Soft Marine Clay

The use of the piezocone penetration test (CPTU) in a geotechnical site investigation offers direct field measurement on stratigraphy and soil behavior. Compared with some traditional investigation methods, such as drilling, sampling and field inspecting method or laboratory test procedures, CPTU can greatly accelerate the field work and hereby reduce corresponding operation cost. The undrained shear strength is a key parameter in estimation of the stability of natural slopes and deformation of embankments in soft clays. This paper provides the measurements of in situ CPTU, field vane testing and laboratory undrained triaxial testing of Lianyungang marine clay in Jiangsu province of China. Based on the literature review of previous interpretation methods, this paper presents a comparison of field vane testing measurements to CPTU interpretation results. The undrained shear strength values from both the field vane tests and cone penetration resistances are lowest at the mid-depths of the marine clay layers, and the excess pore water pressures are highest at the mid-depths of the marine clay layers, indicating that the marine clay layer is underconsolidated.