三峡大坝建坝前后长江水下三角洲及邻近陆架沉积速率变化

沉积速率是沉积物供给和沉积作用的综合结果,也是表征沉积环境状态的重要指标。本文基于长江水下三角洲及邻近海域收集及补充的254个放射性²¹⁰Pb数据,对数据进行同化处理并使用统一的方法重新估算了沉积速率,分析三峡大坝建成前后研究区沉积速率的变化,探讨了长江入海泥沙减少及性质的变异对河口三角洲冲淤的影响。结果显示,2006年之后长江水下三角洲及邻近陆架沉积速率明显降低,其中水下三角洲沉积速率由最高5.4 cm/a降低到整体不足2 cm/a,而内陆架降幅较小由1～2 cm/a降低到不足1 cm/a,水下三角洲还出现了局部无沉积的站位。2006年之后沉积体表层混合作用增强,混合层厚度从4～10 cm增加到5～30 cm。沉积速率改变主要受制于长江入海沉积物的通量的巨减以及沉积物颗粒的粗化,而沉积速率的改变促进了底栖生物发育从而导致混合作用增强。     

海水盐度对沉降泥沙固结过程影响研究

黄河每年输送上亿吨泥沙入海,其中80%以上沉积在河口附近水下三角洲。受黄河入海径流量、气候及海洋动力条件影响,黄河口海域海水盐度变化显著。目前,不同盐度海水环境下入海泥沙沉降形成的海床土,固结过程有何差异尚不清楚。本文在黄河水下三角洲潮坪配制不同盐度的流态沉积物,模拟不同沉积环境下新沉积土的固结过程,利用轻型贯入测试、十字板剪切测试等现场原位试验,实时观测沉积环境盐度对沉降泥沙固结过程的影响。研究发现:随着海水盐度增加,沉积物固结强度增大,沉积环境盐度每增高1‰,沉积物固结后强度可增加0.15倍;海水盐度对沉积物固结速率的影响,在初始阶段表现不明显,在沉积物固结后期,盐度每增高1‰,固结速率可增长1.23倍;海水盐度的增高,还加剧了沉积物固结强度的空间非均匀性。本研究的发现,促进了对河口区海底工程环境的认识。     

蒙特卡洛模型在现代黄河三角洲浅层沉积物压实速率模拟中的应用

在进行黄河三角洲浅层沉积物固结压实研究中,过去传统的方法通常基于钻孔和剖面,进行局部计算分析。为克服钻孔分布不均的局限性需研究整个现代黄河三角洲地区浅层沉积物的压实沉降特征,基于1987年黄河三角洲地区综合工程地质勘察获取的钻孔资料,采用了数学地质中的蒙特卡洛方法,结合土力学的分层总和法对整个现代黄河三角洲浅层沉积物的压实速率进行模拟,并分析了压实模拟的具体影响因素。结果表明当前浅层沉积物的90%累积概率(P90)的压实速率变化范围为0.18~9.07mm/a,影响模拟沉积层的压实速率主要因素为沉积物的初始孔隙比、压缩系数和平均沉积速率,上述要素均与压实速率呈显著正相关,软土层应是浅沉积地层压实沉降的主要贡献层。提出按照时间序列分别对不同流路时期叶瓣进行模拟,更符合现代黄河三角洲地区的沉积环境和历史,并对比23个地面沉降水准监测数据,定量分离了浅层沉积物固结压实分量,其约占沉降总量的13%。     

长江口水下三角洲现代沉积速率

长江口水下三角洲采集的两个柱状样放射性核素137Cs分析表明,长江口水下三角洲137Cs剖面中均存在清晰的最大蓄积峰,与1963年的137Cs散落沉降相对应,剖面中同时存在可对应于1959年的较清晰的次级蓄积峰,由此计算得到1959—1964年长江口水下三角洲的平均沉积速率为2.4~4.8 cm/a,1964—2006年减小到1.4~1.8 cm/a。反映出长江口水下三角洲整体淤积速率有很大程度的减小,很可能是三峡蓄水导致流域来沙量大幅度减小所致。虽长江口水下三角洲各处淤积速率减小程度不同,但降低的速度很快,表明长江三角洲发育已出现重大变化,水下三角洲局部地区已观察到侵蚀现象。     

黄河水下三角洲高浓度黏性泥沙流变特性及其影响因素

黏性泥沙在黄河水下三角洲广泛分布,其在外部载荷作用下易引发泥沙淤积、冲刷、海床流化等问题,对港口、航道、海底管线等工程设施构成巨大威胁.利用黄河水下三角洲埕岛海域所取海底表层沉积物,制备不同固结时间和不同含水率的高浓度黏性泥沙样品.采用R/S流变仪,对所制备高浓度黏性泥沙样品进行全剪切速率下的流变试验,分析黄河水下三角...     

黄河水下三角洲沉积厚度、沉积速率及砂体形态

本文通过多年水下实测剖面对比,对黄河水下三角洲现今活动叶瓣沉积厚度、沉积速率和砂体形态进行了研究。厚度分布等值线呈椭圆形,长轴与海岸平行。口门处沉积速率最大,平均最高值可达240cm/a之多,前三角洲沉积速率小于30cm/a,平均约15cm/a,三角洲侧缘小于50cm/a,平均约30cm/a。三角洲叶瓣砂体成分受物源控制,主要由粗粉砂组成。通过与世界六种典型三角洲砂体模式对比,认为黄河三角洲叶瓣砂体有其特殊性,代表具高密度流的三角洲砂体特征。     

黄河三角洲滨海湿地沉积环境演化与碳的累积

2007年在黄河三角洲布设一口23.7 m深的浅钻(ZK5),对ZK5进行沉积学观测及原位密度、总碳、有机碳、Al和营养元素实验室测试分析,对ZK5的沉积物性质、有孔虫种类和地层等进行分析,将ZK5自上而下划分为7个沉积环境,揭示了滨海湿地地质演化过程。利用AMS14C测年方法,结合黄河改道的历史,运用历史地理学和沉积地质学综合分析的方法对7个沉积地层进行了年代确定。利用所确定的年代计算了不同沉积环境总碳(TC)和有机碳(Corg)的加积速率。结果表明:TC和Corg与各营养元素及沉积物的沉积速率呈很好的线性相关,沉积物的沉积速率是Corg和TC加积速率的主控因素。还进一步指出,虽然现代黄河三角洲TC、Corg浓度相对较低(质量比分别为9~20 mg/g,1~4 mg/g),但由于其高沉积速率(最高可达60 cm/a),Corg的加积速率高于世界其他高Corg浓度的湿地,特别是浅海湿地(如三角洲前缘),其Corg加积速率可高达2 102 g/(m2·a)。由此,可以断言现代黄河三角洲是很好的碳汇地质体。     

黄河口水下三角洲刁口叶瓣的核素分布与沉积特征

于黄河水下三角洲刁口叶瓣东侧获取柱状样K2,对其进行~(137)Cs活度分析,发现活度剖面在2.7和1.9 m处分别存在一个最大蓄积峰和次级蓄积峰,根据~(137)Cs的大气沉降规律并结合沉积物粒度数据与黄河输沙量,确定其最大蓄积峰对应于1964年,次级蓄积峰对应于1967年。柱状样的粒度组分以深度2.1 m为界可明显划分为两段,下段沉积物粒度组分稳定,上段砂粒含量明显增大并在1.9 m处达最大值。对柱状样~(210)Pb_(ex)的活度剖面分析表明,其呈现两段式分布:1.9～3.5 m为衰变层,0～1.9 m为混合层。分析结果表明~(137)Cs活度剖面的蓄积峰、沉积物粒度组分的改变以及~(210)Pb_(ex)活度的两段式分布均记录了黄河入海口的变迁,并与黄河入海泥沙量存在对应关系。本文统计了研究区1958—2014年的历史水深资料,分析得出钻孔所处海域在1964—1976年(刁口流路行河期)的淤积厚度远大于1976—2014年(清水沟流路行河期)的侵蚀厚度,因此柱状样K2的~(137)Cs活度剖面的1964年最大蓄积峰与~(210)Pb_(ex)活度衰变层得以存在。     

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。     

黄河入海口变迁的沉积记录:来自粒度和~(210)Pb的证据

自1855年黄河入海位置由黄海改为渤海以来,尾闾经历了十余次大的改道,最近的两次大的人工改道分别发生于1976年和1996年。研究了取自黄河水下三角洲的两个沉积物岩心,系统开展了沉积物粒度、210 Pb放射性同位素分析。研究表明:两个沉积物岩心垂向上粒度组成出现突变,它们记录了1976、1996年两次黄河入海口的变迁。其中A19站下段(14.0~24.0cm)属于三角洲沉积,上段(0~14.0cm)属于海岸沉积,记录了1996年黄河从清水沟改道清8汊入海的河口变迁;A25站下段(15.5~24.0cm)属于正常海岸环境沉积,上段(0~15.5cm)属于三角洲沉积,记录了1976年黄河从刁口改道清水沟入海的变动。黄河入海口的变动导致该处沉积物岩心中210Pb曲线复杂化,出现了阶段式、倒置式等形态,该曲线形态与黄河入海口的波动相一致。     

A method of making deepwater shallow sediments considering their rehological properties

Abstract

In this article, based on the rheological consolidation model of deepwater shallow sediments, the artificial samples were made in laboratory. The feasibility of artificial samples was verified by electron microscopy scanning and triaxial experiments. Deepwater shallow sediments consolidation models mainly considers two points: (i) the change of permeability with time and temperature and (ii) the effect of rheology. The consolidation experiment of deepwater shallow sediments verifies the correctness of the model. It can be found that, the artificial and natural samples have the same physical and mechanical properties. And the physical properties of natural samples can be obtained by rheological consolidation model of deepwater shallow sediments.     

Consolidation and creep behaviors of two typical marine clays in China

This paper presents an experimental investigation into the deformation characteristics of two typical marine clays obtained from Dalian and Shanghai, respectively, in China. Three kinds of laboratory tests, i.e. conventional oedometer tests, one-dimensional and triaxial creep tests were carried out. The results obtained from consolidation tests demonstrate linear v e ？ log？ relationships for Shanghai clay at normally consolidated state, while partly or even global non-linearrelationships for Dalian clay. The compression index c C for both clays follows the correlation of Cc=0.009（WL-10）where WL is the liquid limit of soil. The relationship between v log Kv （ Kv is the hydraulic conductivity of soil） and voidratio e is generally linear and the hydraulic conductivity change index kv C can be described by their initial void ratio forboth clays. The secondary compressibility of Dalian clay lies in medium to high range and is higher than that of Shanghaiclay which lies in the range of low to medium. Furthermore, based on drained triaxial creep tests, the stress-strain-timerelationships following Mesri＇s creep equation have been developed for Dalian and Shanghai clays which can predict thelong-term deformation of both clays reasonably well.     

Experimental study on the cyclic behavior of loose calcareous sand under linear stress paths

Abstract

Hollow cylinder torsional shear tests on loose isotropically and anisotropically consolidated calcareous sand were conducted to investigate the cyclic behavior under three different linear stress paths, including horizontal line, oblique line, and vertical line stress paths, in a coordinate system of the normal stress difference and the horizontal shear stress. The dominant strain components of the isotropically consolidated specimens are affected by the stress paths. With increasing consolidation stress ratio, axial strain gradually becomes the dominant strain component under the three different stress paths. The cyclic strength of the isotropically consolidated specimens under the three different stress paths are almost the same, while for the anisotropically consolidated specimens, the cyclic strengths are strongly affected by the stress paths. These results indicate that conventional cyclic triaxial tests may overestimate cyclic strength in some cases. Irrespective of the stress paths and cyclic stress ratios, the terminal residual excess pore pressure ratio decreases with increasing consolidation stress ratio. Moreover, an empirical equation is proposed to describe the relationship between the normalized shear work and the normalized residual excess pore pressure ratio. The comparative study reveals that the relationship proposed for silica sand is not suitable for the dynamic analyses of calcareous sand.     

Methodology for Quantitative Estimation of One-Dimensional Consolidation Settlement Based on Hybrid Simulation Method

A hybrid simulation system, HyCoS, was developed involving the control, measurement, and analysis process in order to realize the basic algorithm of hybrid consolidation simulation. The system was fully automated by the development of the program HyCoS. Furthermore, a computer program, CONPERM, was also developed to obtain soil constitutive relationships in compression and hydraulic conductivity from inputting the data from the HyCoS simulation. Two laboratory simulations were conducted in order to verify the system involving the basic algorithm of the system and two major components, the software and hardware operation. The objectives of this process are divided into two major aspects. The first was to confirm whether the experimental equipment, such as the consolidometer and control and data acquisition device, maintained a stable operation status during the whole period of the consolidation test. In addition, verification was also carried out to determine whether the target control can actually be maintained on the specimen. The second objective was to confirm the reliability of the data obtained from the system HyCoS.     

现代黄河水下三角洲软土沉积物工程地质特性

现代黄河水下三角洲沉积体系中存有许多对工程不利的软土夹层和透镜体，它们主要是由高含水、高孔隙性的粘土质粉砂和粉砂质粘土组成，由于形成时的快速沉积和波浪作用等因素，使其具有明显的欠固结性，且其固结程度随深度变化呈无规律状．另外，因为软土中粘粒含量较高，颗粒问的水胶联结和静电引力与分子引力联结，而使其具有明显的触变性，从而使其较低的强度在受到破坏后也难以恢复．     

Simple consolidation method for dredger fill treatment using plastic vertical drains with vacuum

Abstract

Vacuum preloading with plastic vertical drains has been applied widely to accelerating consolidation of dredger fills. As a result of nonlinear variations in permeability and compression during the process of dredger fill consolidation, an axisymmetric consolidation method for dredger fill treatment using PVD with vacuum is proposed with varied R_u. The effects of C_c/C_k and the loading ratio on the proposed method are discussed. It is found that the difference between the traditional method and proposed method is obvious in the case of large loading ratio (such as dredger fill treated with vacuum preloading). The degree of consolidation in the early phase of consolidation obtained using the proposed method was less than that obtained using the traditional method and the degree of consolidation in the later phase of consolidation obtained using the modified expression was larger than that obtained using the traditional method, as C_c/C_k?<?1. However, opposite trends were observed when C_c/C_k?>?1, the proposed method was closer to the actual situation. The applicability of the proposed method was verified by laboratory and field tests. For the consolidation of dredger fill with high water content, we recommend the adoption of the proposed method for calculating the degree of consolidation.     

Elastoplastic consolidation above and beneath strip anchors under uplift forces

Although the uplift behavior of offshore plate anchors under undrained conditions has been investigated well in the past, studies on the behavior of anchors under long-term sustained loading are in relatively few numbers. The time required for consolidation under sustained load is important because the shear strength of soil changes after dissipation of excess pore pressure. In this paper, small strain finite-element analyses have been performed to investigate the consolidation time history above and beneath strip anchors. The modified cam clay plasticity constitutive model is used for modeling coupled pore fluid stress analysis. The effects of magnitude of preloading with embedment level have been studied. As expected, the FE results have shown that excess pore pressure dissipation time for soil above the anchor increased with the increase in embedment depth and the magnitude of preload. Rapid dissipation of negative excess pore pressure beneath the anchor was observed with increasing embedment depth, if the preload magnitude is equal to or more than 60% of the undrained capacity. Observed consolidation responses are presented as nondimensional design charts and simplified equations for ease of practice.     

Secondary Compression Features of Jiangsu Soft Marine Clay

The results of one-dimensional compression tests conducted on undisturbed specimens of Jiangsu soft marine clay is presented. Because of its high in situ void ratios and natural water content, Jiangsu soft marine clay displays high values of both the virgin compression index, C_c, and the secondary compression coefficient, C_α. The laboratory data indicates that the value of the ratio C_α/C_c for Jiangsu soft marine clay is constant. However, neither C_α nor C_c are constant: they both depend upon the natural water content (or void ratio) and thus are also dependent on the deformation (or compression) of Jiangsu soft marine clay. Settlement analyses show that the secondary settlement of Jiangsu soft marine clay is a significant component of the field settlement. The concept of a constant value for C_α/C_c is used to predict the secondary settlement of a surcharged embankment founded upon Jiangsu soft marine clay. The predictions are in agreement with the limited post-construction field measurements of the embankment settlement.     

东海围垦滩地强夯作用下孔隙水压力响应试验研究

围垦滩地饱和粉土地基属于软土地基的一种,其含水量高,渗透性差,强夯加固作用使地基土中的孔隙水压力瞬时升高,且短时间内得不到消散,容易出现“橡皮土”。通过现场试验研究了饱和粉土地基在强夯作用下孔隙水压力的响应规律,确定了两遍强夯之间的间歇时间和强夯的影响深度,以便优化强夯参数,正确指导强夯施工。