南海西部表层沉积物钙质浮游生物分布与碳酸盐溶解

对南海西部300多个表层沉积样品中的浮游有孔虫和钙质超微化石定量分析表明，几乎所有样品均含浮游有孔虫、钙质超微化石，但丰度相差十分悬殊，浮游有孔虫丰度介于0．5～36673个／g之间，钙质超微化石丰度为0～1725个／10个视域，两者的分布规律相似。在陆坡区钙质浮游生物最富集，尤其在西沙群岛西南、南沙西部礁滩附近海区丰度最高；向深海盆区和陆架浅水区，钙质浮游生物丰度均下降。但从两者的丰度分布来看，其溶解程度不同，浮游有孔虫更容易溶解，在200～2000m水深区，丰度最高，2000m以下丰度锐减；而钙质超微化石的最富集区在500～3000m，且3000m以下仍较丰富。从碳酸盐的分布来看，本区碳酸盐的临界补偿深度(CCrD)为3500m，而CCD大于4300m，碳酸盐的溶解主要由有孔虫和钙质超微化石构成。     

南沙群岛永暑礁工程地质特性

运用现场钻探和浅地震勘探等方法,发现珊瑚礁弱胶结礁灰岩具有礁绷高而内礁平坪和湖低的岩盆现象,并认为此岩盆现象有利于礁体工程地质稳定性的礁体的成长发展。另外,还采用原位土工程测试和室内工试验等手段研究了珊瑚砂的礁灰岩的物理力学特性,指出了珊瑚钙质砂具有高内摩擦角、高孔隙比、颗粒易破碎、颗粒形状不规则等特性,是一种不利于桩基工程建设的特殊性土,值得深入研究。     

太平洋东部CC48孔沉积物稀土元素地球化学研究

研究样品于１９８８年采自太平洋东部ＣＣ４８孔。通过对沉积物稀土元素地球化学特征的分析发现：（１）各种类型深海沉积物的稀土含量有所差别，以稀土元素总量而论，深海粘土＞硅质软泥＞硅钙质软泥＞钙质软泥；沉积物中的自生矿物、硅质生物成因的非晶质ＳｉＯ２及碎屑矿物对稀土元素起富集作用，而生物ＣａＣＯ３则起分散作用。（２）稀土元素含量随深度发生变化。为地层划分提供了依据，应用元素地层学方法将岩芯分成５个层段。     

太平洋中部多金属结核生物地层学研究

本文利用钙质超微化生物地质学研究方法，分析鉴定了多金属结核中的钙质超微化石，建立了多金属结核生长层柱状剖面图，确定了多金属结核形成的三个生长阶段及其年代，为揭示多金属结核的成矿规律和分布规律提供了必要的地质资料。     

水平循环荷载作用下单桩动力特性的数值模拟

采用修正的p-y曲线方法，分析了桩基础振动过程中桩土之间由于土体塑性变形导致的桩土脱开现象，给出了计算桩土脱开现象的数值模拟方法，并据此分析计算了中国渤海湾JZ20－2MUQ平台的桩基础动力特性，得到了桩基础振动过程中桩土脱开的区域，分析了桩土之间的脱开对桩基础动力响应的影响等问题。     

太平洋中部多金属结构生物地层学研究

本文利用钙质超微化生物地质学研究方法，分析鉴定了多金属结核中的钙质超微化石，建立了多金属生长层柱状剖面图，确定了多金属结核形成的三个生长阶段及其年代，为揭示多金属结核的成矿规律和分布规律提供了必要的地质资料。     

西沙群岛的现代有孔虫Ⅱ

本文为我国西沙群岛现代有孔虫研究报告的第二部分。 笔者在《西沙群岛的现代有孔虫Ⅰ》一文中已报道了175种。本文共记述了底栖有孔虫240种(包括6个未定种)，其中的235种为首次记录，分隶于3亚目，10总科，38科，110属;有8个新属和86个新种。砂质胶结型种类有31种，占总种数的13.2%；钙质无孔型种类有48种，占总种数的20.4%；钙质有孔型种类有156种，占总种数的66.4%；浮游有孔虫未见有新增加的种类。凡是在前文己报道过的属以及本文重复报道的5个种，均不再加以描述。新种的模式标本均保存于中国科学院海洋研究所。 通过本文对现有的56份砂样所含有孔虫的分析鉴定，可以看出西沙群岛的有孔虫区系是极其丰富的。随着今后更全面的调查，特别是水下样品的进一步补充采集，待发现其他种类时，将另文报道。     

深海沉积物分类与命名

详细分析了国内外深海沉积物分类与命名现状,迄今为止深海沉积物分类与命名问题没有很好解决。在调查研究南海、太平洋深海沉积物分类与命名基础上,提出了分类简便、科学合理、量化的深海沉积物分类与命名新方法,应用该方法得出南海东部海域深海沉积物有深海粘土、硅质粘土、钙质粘土、硅钙质粘土、钙质软泥、粘土质钙质软泥、粘土质-硅质钙质软泥、粘土-硅质-钙质混合软泥、粘土质硅质-钙质混合软泥、钙质硅质-粘土混合软泥。这10种沉积物基本上客观地反映了南海东部海域深海沉积物分布的实际情况,分类效果良好。     

最平滤波器在分析月平均潮位资料中的应用

应用数字滤波方法来消除验潮资料中的高频扰动而分离出海平面的趋势性变化，并设计了最平滤波器；对其幅频响应特性和相位特性的验证表明，最平滤波器的技术性能基本上是可靠的。     

南海和阿拉伯湾钙质砂工程特性对比研究

钙质砂在我国南海有广泛的分布。随着海上石油工业和海洋资源的开发利用,钙质砂问题日益得到重视。用室内试验的方法,采用相同级配的南海钙质砂和阿拉伯湾钙质砂进行了分析,结果显示,相同级配的南海钙质砂和阿拉伯湾钙质砂的最大最小干密度存在明显差异,南海钙质砂均低于阿拉伯湾钙质砂。同时在级配以及密实度相同的条件下,南海钙质砂的应力-应变关系表现为硬化,而阿拉伯湾钙质砂表现为软化;两者在Dr=0.3时,内摩擦角接近,均为33°左右,但随着相对密实度的增加,南海钙质砂内摩擦角增长速度更快,在Dr=0.8时达到37.7°,明显高于相同密实度的阿拉伯湾钙质砂的34.9°。电镜分析显示,在微观结构上,南海钙质砂的颗粒多棱角,内孔隙更加发育,这是造成南海钙质砂与阿拉伯湾钙质砂物理力学性质差异的重要原因之一。     

Acoustic-Physical Properties of Calcareous Seafloor Soils and Their Significance in Engineering Geology

—The basic features and acoustic-physical properties of calcareous seafloor soils in the tropicsea area are obviously different from those of sediments mainly composed of terrigenous materials in theSouth China Sea.Generally.calcareous soils.composed of carbonate particles of marine organism re-mains.have the characteristics of high water content.high porosity.low wet density.high sound velocityand greatly varied compressive strength Recogni/ing the differences between calcareous soils andterrigenous sediments and engineering geologic significance of calcareous soils is crucial for seafloorgeologic research and geotechnical survey for pile jacket platform foundation design.     

Shearing response of geotextile-reinforced calcareous soils using monotonic triaxial tests

Abstract

Different types of geosynthetic reinforcements have been widely used for improving shear strength of soil materials in recent decades. In this study, two different calcareous soils reinforced by geotextile layers were evaluated by monotonic compression triaxial tests. The calcareous soils were obtained from Hormuz Island and Boushehr Port located in the north coast of the Persian Gulf. Different reconstituted samples were prepared at dense conditions with and without geotextile layers and consolidated under different effective confining pressures ranging from 100 to 600?kPa. Different layers of reinforcements including one, two and three geotextile layers were placed in the reinforced samples and sheared under drained condition. The results show that confining pressure has a significant effect on the efficiency of reinforcements. Evidently, increasing the reinforcement layers decreased the particle breakage of the calcareous soils used in this study.     

A New Apparatus for Testing the Bearing Capacity of Calcareous Sand in Laboratory

Calcareous sand, widely spread on coral reefs in Nansha Islands, South China Sea, will be used as backfill material in oceanic engineering, but its engineering property is still elusive. It's difficult and extremely costly to conduct in-situ plate load tests to investigate the bearing capacities of calcareous soils foundation because the coral reefs are too far from the mainland and located in tidal zone. In order to study the bearing capacity and deformation behavior of calcareous soils, the authors designed an apparatus to carry out laboratory tests. The apparatus has the advantages as listed: (1) estimating the bearing capacity and deformation of soil foundation; (2) measuring the soil pressures and settlements at diffirent depths; (3) investigating the load transmission depth. Test results of calcareous sand indicate that the apparatus is suitable to test the engineering behavior of soil in laboratory.     

Experimental study on the phase transformation point of crushable and noncrushable soils

Two marine calcareous deposits as crushable soils and a siliceous sand as a noncrushable soil were used in this study to compare their monotonic response. Undrained monotonic triaxial tests were conducted on samples, which were prepared in different relative densities and consolidated under various confining pressures. The location of phase transformation point in undrained response of the sands in different initial conditions was evaluated. The effect of important parameters including relative density, confining pressure, particle shape, and particle breakage on phase transformation point was assessed. The input energy applied per unit volume of the soils was used to interpret the shearing response of crushable and noncrushable soils. The results showed that calcareous sands have more tendencies in contraction. Particle shape and breakage play a key role in engineering behavior of crushable soils.     

Explicit stress–strain equations for modeling frictional materials

In this paper, a comprehensive study on simulating the shearing behavior of frictional materials is performed. A set of two explicit equations, describing the relationship among the shear stress ratio and the distortional strain and the volumetric strain, are formulated independently. The equations contain three stress parameters and three strain parameters and another parameter representing the nonuniformity of stress and strain during softening. All the parameters have clear physical significance and can be determined experimentally. It is demonstrated that the proposed equations have the capacity of simulating the complicated shearing behavior of many types of frictional materials including geomaterials. The proposed equations are used to simulate the stress–strain behavior for 27 frictional materials with 98 tests. These materials include soft and stiff clays in both reconstituted and structured states, silicon sands and calcareous sands, silts, compacted fill materials, volcanic soils, decomposed granite soils, cemented soils (both artificially and naturally cemented), partially saturated soils, ballast, rocks, reinforced soils, tire chips, sugar, wheat, and rapeseed. It has been demonstrated that the proposed explicit constitutive equations have the capacity to capture accurately the shearing behavior of frictional materials both qualitatively and quantitatively. A study on model parameters has been performed.     

Gradation affects basic mechanical characteristics of Chinese calcareous sand as airport subgrade of reefs

Abstract

Construction of the reefs in the South China Sea is a significant foundation to the secure stability and economic development of China. The construction of an airport runway is necessary for this realization. The calcareous sand is the main primary material in the runway construction. A certain type of calcareous sand near a certain reef of the South China Sea was studied in this paper. To investigate this specific calcareous sand, quartz sand was used as a reference for comparison. Microscopic 3-D imaging, compression and triaxial tests were conducted to test the micro, squeezing and shear properties. The effect mechanism of gradation on the calcareous sand’s compressibility and shear characteristics are discussed from a mesoscopic viewpoint using 3-D morphology. Calcareous sand particles are multiangular and flatter in comparison with quartz sand. The larger the particle sizes are, the more different the two sands’ morphologies are. The compressibility of calcareous sand is greater, and the effect of the coarse fraction (5–1?mm) content in the gradation plays the most significant role in this feature. When the coarse particles’ content is less than 25% and the mass ratio of the middle and fine particles (M) is constant, there is the worst coarse fraction content causing the calcareous sand to be most likely compressed. The worst coarse fraction content decreases with the increase in M, and an empirical formula is proposed. When the gradation, relative density and confining pressure are the same, the peak shear stress and strain of calcareous sand are all at a high level. The effect of confining pressure is manifested in calcareous sand. The shear strength and dilation of calcareous sand are also most affected by the medium coarse fraction (5–0.25?mm) content.     

Experimental study on the hydraulic conductivity of calcareous sand in South China Sea

Characterization of the hydraulic property of a specific geomaterial is of fundamental importance in engineering design and application. This paper reports an experimental investigation to the hydraulic conductivity of a typical marine sand, i.e., calcareous sand, which becomes increasingly popular as sea-filling material for land reclamation or construction of artificial islands. A series of permeability tests have been performed using the calcareous sand collected from Nansha islands in South China Sea. Using the home-made permeability test apparatus (so-called velocity-controlled pressure-differential acquisition flow apparatus), the relationship between flow velocity and hydraulic gradient was obtained and the hydraulic conductivity of calcareous sand was then determined accordingly. The effects of important parameters, including particle shape and particle size distribution on the hydraulic conductivity of calcareous sand, were assessed. To investigate the effect of particle size distribution on the hydraulic conductivity of calcareous sand, two often-used parameters, i.e., nonuniformity coefficient and curvature coefficient were considered in this study. To quantitatively evaluate the irregularity of soil particle, a particle-shape parameter was introduced and it was able to consider sphericity and circularity of highly irregular particle. Two materials, namely, Fujian quartz sand and glass beads consisting of particles of characteristic shape, were also used in the permeability tests, and they were used to compare with calcareous sand. Through the comparison, the effect of particle shape of calcareous sand on its hydraulic conductivity was examined based on the newly introduced particle shape parameter. The test results indicate that the particle size distribution has a significant influence on the hydraulic conductivity of calcareous sand. The quite irregular particle shape is able to reduce the hydraulic conductivity of the calcareous sand. A comparative study of hydraulic conductivity between the theoretical prediction and experimental measurement was performed, and it is concluded that an improvement of theoretical model for prediction of the hydraulic conductivity of the porous media consisting of particles with highly irregular shapes, such as the calcareous sand, is still required.     

Post-Cyclic Behavior of Carbonate Sand of the Northern Coast of the Persian Gulf

The post-cyclic behavior of biogenic carbonate sand was evaluated using cyclic triaxial testing through a stress control method under different confining pressures between 50 to 600 kPa. The testing program included a series of isotropically and anisotropically consolidated, undrained triaxial compression and extension tests on samples of remolded calcareous Bushehr sand. Grading analyses (before and after each test) were used to examine the influence of particle breakage on post-cyclic behavior of Bushehr sand. The particle breakage commonly occurred in these soils even in lower values of confining pressure, yet there was not a clear correlation between the post-cyclic responses and particle breakage. Based on the present study, a concept is suggested for post-cyclic behavior of carbonate sand. It was observed that post-cyclic strength has a good correlation with cyclic stress ratio, type of consolidation, and value of residual cyclic strain. For all specimens, it is clear that the post-cyclic strength is greater than monotonic strength, irrespective of confining pressure and relative density.     

Model experimental research on uplift single pile in calcareous sand of South China Sea

Vertical uplift static loading tests of single model pile were conducted in the in-lab calcareous sand and quartz sand by emulating practical condition of full-size piles in site. The settlement, lateral deflection, axial force, and friction distribution of the pile are analyzed for each physical test. The pile behaviors in calcareous sand and quartz sand are compared. From the test results, it can be found that the pile top displacement of uplift pile in calcareous sand can be divided into two stages: the pile–sand synchronous stage and pile–sand asynchronous (relative displacement) stage. Data from uplift tests show that the heave of calcareous sand around pile top is very small, which is resulted from the mutually restraint of surface particle. The mutual restriction of surface particle leads to “bottleneck effect” and strengthens ultimate side friction of upper pile segment. In addition, the shear dilatancy and particle breakage of calcareous sand lead to the upper harden and the lower soften of side friction, respectively. Cases of calcareous sand and quartz sand show different responses to pile forming methods, which due to the sands’ different characteristics of particle breakage when compressed as well as plastic deformation under loading–unloading conditions.