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.     

未胶结钙质砂静力和循环强度的单剪试验研究

通过等体积的单调和循环单剪试验研究南海未胶结钙质砂的静、动力反应,讨论应力水平和相对密实度对钙质砂静、动力强度的影响,并与典型的石英砂性质进行比较。在单调单剪试验中,中密和密实钙质砂在100～400 k Pa范围的初始竖向应力下都表现出应变硬化的性质,有效内摩擦角随剪应变增大。在循环单剪试验中,钙质砂的反应与相对密实度和初始竖向应力密切相关,但中密和密实钙质砂中的等效孔压都能达到初始竖向应力的85%～90%,此时剪应变突增,试样发生破坏。与相近密实度的石英砂相比,钙质砂抵抗液化的能力更强。提出了南海钙质砂动强度的归一化表达式,建立了不排水静强度、不排水动强度和循环次数之间的关系。     

Shear tests of interfaces between calcareous sand and steel

Abstract

Various modified direct shear tests on the interface between calcareous sand and steel with different degrees of roughness were conducted in this article, and the different interface property results between calcareous sand-steel and siliceous sand-steel were compared. It was found that: (1) Under various normal stresses, the limit shear stress at the interface reaches the peak value when the groove depth is at the critical value Rcr. Further, when the flat width is at a critical value Gcr, the limit interface shear stress reaches to that of a grooved surface with a flat width of zero. (2) The magnitudes of Rcr and Gcr are related to the gradation and grain size of sand. For the calcareous sand tested, Rcr and Gcr are three times and seven times the mean grain size, respectively. (3) When the intersection angle between the symmetrical V-shaped grooves and the direct shear direction equals to 45°, the limit interface shear stress reaches the peak value and no significant increase is observed at the larger intersection angle. (4) Under the same interface testing conditions with siliceous and calcareous sands, the interface friction angle of the calcareous sand is ～5°–6° greater than that of siliceous sand.     

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.     

Jacked model pile shafts in offshore calcareous soils

Abstract

This paper describes the results of laboratory tests carried out on model pile shafts in a variety of reconstituted calcareous sands and on silica sand. The factors influencing both the skin friction under static loading and the degradation of skin friction under cyclic loading have been investigated. The grading and crushability of the particles appears to have a significant influence on both, with less favourable performance being found for uniformly graded crushable particles. Relative density and overconsolidation ratio also have some influence.

Under cyclic loading, the amplitude of cyclic displacement and, more specifically, the cyclic slip displacement, influence the extent of cyclic degradation of skin friction.     

Microfossils, carbonate lysocline and compensation depth in surface sediments of the northeastern South China Sea

INTRODUCTIONTwoimportantinterfacespunctuatingtheabyssalverticaltrans sectionarecarbonatelyso clineandcarbonatecompensationdepth (CCD) .Thecarbonatelysoclineislabeledbyabruptincrementofcarbonatedissolutiononcalcitemicrofossilssuchasplanktonicforaminifertests(Berger,1 96 8) ,ordecreasingapparentlyinpercentageofthecarbonateproportion (Panetal ,1 988) .ThoughtherearemanyachievementsonthecarbonatecycleandCCDresearches(Wangetal ,1 995;Rottman ,1 979;Thunelletal ,1 992 ;Zhengetal ,1 993;Mia…     

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.     

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。     

Monotonic and cyclic behaviors of loose anisotropically consolidated calcareous sand in torsional shear tests

ABSTRACT

The behavior of loose anisotropically consolidated calcareous sand obtained from an island in the South China Sea was investigated under undrained monotonic and cyclic loading in a hollow cylinder torsional apparatus. The tests were conducted on specimens which consolidated under various initial effective confining pressures and consolidation stress ratios. The monotonic test results show that the failure and phase transformation line are essentially independent of the consolidation conditions, while the initial contractive tendency of the specimens decreases with an increasing consolidation stress ratio. During monotonic loading of the anisotropically consolidated specimens, a same major principal stress direction is observed at the constant stress ratio lines up to the phase transformation line, irrespective of initial effective confining pressure. The cyclic strength of the sand increases with an increasing consolidation stress ratio. Moreover, a pronounced stress dependence is observed in the sand with higher consolidation stress ratio. During cyclic loading, the generated excess pore water pressure presents considerable fluctuations. The normalized terminal excess pore water pressure is described as a function of consolidation stress ratio. The tests show that the particle shape, rather than particle crushing, plays an important role in the monotonic and cyclic behaviors of the calcareous sand.     

Analysis of submarine slumping in the continental slope off the southern coast of Israel

Abstract

The continental slope off the coast of Israel is riddled with numerous large slump scars at depths greater than 400 m. Recent scar slumps are situated in the steepest central portions of the continental slope (400–450 m depth, α=6°), frequently disfiguring older slump scars in its lower portions. The slumping materials were probably largely transported downslope in the form of density currents, and occasionally by sliding of large sediment chunks. Upslope retrogressive slumping phases progressively disfigure the shape of the slump scars until they totally disappear, causing net reduction of the thickness of the sedimentary column. To provide a basis for the quantitative analysis of slumping, laboratory vane tests, triaxial consolidated, undrained compression tests with pore‐pressure measurements, drained direct shear tests, and consolidation tests were performed oh undisturbed samples. Because the sediments consist of normally consolidated silty clays, the geotechnical properties measured on the core samples can be readily extrapolated for greater depths, assuming the sediments are homogeneous. Angles of internal friction measured by direct shearing under drained conditions are ?_d =24°‐25°, designating the maximum possible angle of a stable infinite slope. These angles are appreciably higher than the steepest slopes in the investigated area, and a drained slumping mechanism is therefore considered unlikely. The slopes of the slump scar walls are about 20°; therefore, in the absence of active erosional, sedimentological, or tectonic agents, these walls have long‐term stability (drained shear). Undrained shear failure resulting in slope instability may be attributable to rapid changes in slope geometry (undercutting or oversteepening of the slope), fluctuations in pore pressure, or accelerations associated with earthquakes. Undrained shear‐strength parameters were determined by both laboratory consolidated‐un‐drained triaxial tests and by miniature vane shear tests. The angles of internal friction that were measured are ?_cu =15°‐17°, and the c_u/p_o values range between 0.22 and 0.75. An analysis of the force equilibrium within the sediments leads to the conclusion that horizontal earthquake‐induced accelerations, as little as 5–6% of gravity, are sufficient to cause slope failure in the steepest slope zone (400–450 m depth, α = 6°, c_u /p_o =0.25). Collapse resulting from liquefaction is unlikely, as the sediments are normally consolidated silty clays with intermediate sensitivity, S_t =2–4.

The existence of slump scars in the lower portion of the continental slope, characterized by gentle slopes (α=1°‐3°) and sediments with high shear strength (c _u /p _o=0.30–0.50) is attributed to large horizontal accelerations(k=12–16% of gravity). Owing to the wide range of geotechnical properties of the sediments (c_u /p_o = 0.20–0.75) and the inclination of the continental slope (α=1°‐6°), the same earthquake may generate a wide range of horizontal accelerations in different portions of the continental slope, and slumping may occur wherever the stability equilibrium is disrupted.     

Analysis of submarine slumping in the continental slope off the southern coast of Israel

Abstract

The continental slope off the coast of Israel is riddled with numerous large slump scars at depths greater than 400 m. Recent scar slumps are situated in the steepest central portions of the continental slope (400–450 m depth, α = 6°), frequently disfiguring older slump scars in its lower portions. The slumping materials were probably largely transported downslope in the form of density currents, and occasionally by sliding of large sediment chunks. Upslope retrogressive slumping phases progressively disfigure the shape of the slump scars until they totally disappear, causing net reduction of the thickness of the sedimentary column. To provide a basis for the quantitative analysis of slumping, laboratory vane tests, triaxial consolidated, undrained compression tests with pore‐pressure measurements, drained direct shear tests, and consolidation tests were performed oh undisturbed samples. Because the sediments consist of normally consolidated silty clays, the geotechnical properties measured on the core samples can be readily extrapolated for greater depths, assuming the sediments are homogeneous. Angles of internal friction measured by direct shearing under drained conditions are ?_d =24°‐25°, designating the maximum possible angle of a stable infinite slope. These angles are appreciably higher than the steepest slopes in the investigated area, and a drained slumping mechanism is therefore considered unlikely. The slopes of the slump scar walls are about 20°; therefore, in the absence of active erosional, sedimentological, or tectonic agents, these walls have long‐term stability (drained shear). Undrained shear failure resulting in slope instability may be attributable to rapid changes in slope geometry (undercutting or oversteepening of the slope), fluctuations in pore pressure, or accelerations associated with earthquakes. Undrained shear‐strength parameters were determined by both laboratory consolidated‐un‐ drained triaxial tests and by miniature vane shear tests. The angles of internal friction that were measured are ?_cu =15°‐17°, and the c_u/p _o values range between 0.22 and 0.75. An analysis of the force equilibrium within the sediments leads to the conclusion that horizontal earthquake‐induced accelerations, as little as 5–6% of gravity, are sufficient to cause slope failure in the steepest slope zone (400–450 m depth, α=6°, c_u/p _o=0.25). Collapse resulting from liquefaction is unlikely, as the sediments are normally consolidated silty clays with intermediate sensitivity, S_t =2–4.

The existence of slump scars in the lower portion of the continental slope, characterized by gentle slopes (α=1°‐3°) and sediments with high shear strength (c_u/p _o=0.30–0.50) is attributed to large horizontal accelerations (k= 12–16% of gravity). Owing to the wide range of geotechnical properties of the sediments (c_u/p _o= 0.20–0.75) and the inclination of the continental slope (α=1°‐6°), the same earthquake may generate a wide range of horizontal accelerations in different portions of the continental slope, and slumping may occur wherever the stability equilibrium is disrupted.     

Mechanical properties of calcareous silts in a hydraulic fill island-reef

Abstract

The mechanical characteristics of calcareous silt interlayers play an important role in the stability of island-reef foundations. Direct shear and consolidation tests were performed to study the relationship between the mechanical properties and the physical parameters of calcareous silt. Based on the consolidation test results and analysis of the settling examples, different calculation methods for soil settling were compared. The results show the following. (1) The relationship between the cohesion and water content of calcareous silt can be represented by an M-shaped curve. The water contents corresponding to the two peaks of the M-type curve increase with increasing dry density. (2) When the dry density is less than 1.33?g/cm³, increasing the density significantly improves the internal friction angle of calcareous silts. When the dry density of the calcareous silt is greater than 1.33?g/cm³, the internal friction angle is affected by both the dry density and the water content. (3) The shear strength decreases when the water content exceeds the optimum level. (4) The compressive modulus of calcareous silt is larger than that of terrigenous silt. Specifically, it decreases with decreasing dry density and increasing water content. (5) The stepwise loading method should be used to estimate the soil settling before fill engineering construction.     

南海西部表层沉积中的钙质超微化石

分析研究了南海西部308个表层沉积样品中的钙质超微化石，发现除一个样品外，所有样品均含有钙质超微化石，但相对丰度相差悬殊，在0－1725个范围内变化。钙质超微化石在平面上的分布具有较明显的分区性，可划分为3个区。超微化石组合与南海其它地区超微化石组合面貌相似，由15属23种组成，以Gephyrocapsa oceanica，G.spp.（small）,Emiliania huxleyi和Florisphaera profunda为优势种，占90％以上，其中Florisphaera profunda为绝对优势种。本调查区超微化石的分布受多种因素的综合影响，重点讨论了水深、陆源物质的稀释作用、碳酸盐的溶解作用以及重力流的沉积作用等因素对超微化石分布的影响，并根据超微化石的分布推断碳酸盐临界补偿深度（CCrD）约为3100m，碳酸盐补偿深度（CCD）大于4300m。     

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.     

南中国海神狐海域天然气水合物上覆地层不排水抗剪强度预测

浅层沉积物不排水抗剪强度（Su）是深水作业的关键参数之一。为了获取南海神狐海域首次海域天然气水合物试采区W18-19框体的基本工程地质特征,试采工程准备阶段开展了原位孔压静力触探测试（CPTU）及大量的室内实验。本文将主要基于CPTU计算不排水抗剪强度的基本模型,采用微型十字板、电动十字板、袖珍贯入仪及不固结不排水三轴实验,确定该区域不排水抗剪强度的基本模式,并提出适用于南海神狐钙质黏土层的不排水抗剪强度纵向分布规律计算模型,对该区域水合物上覆层的不排水抗剪强度进行预测。 结果表明,基于总锥端阻力、有效锥端阻力、超孔隙压力的模型系数分为13.8、4.2、14.4。综合考虑地层压实效应和含气情况,本文提出的分段函数预测模型与室内结果的一致性较好,可用于工程设计阶段进行工区不排水抗剪强度纵向分布规律的预测。另外,基于有效锥端阻力的不排水抗剪强度经验模型适应于浅层极软-较硬压实的钙质粘土层,基于超孔隙压力的不排水抗剪强度模型适用于较硬-坚硬的不含气层,而基于总锥端阻力的不排水抗剪强度计算模型则适用于坚硬含气的钙质黏土层。本文提出的分段函数模型有效的提高了经验模型在南海神狐水合物赋存区的适用性,计算结果可为工程安全评价提供支撑。     

基于卫星遥感的南海真光层底颗粒有机碳输出通量时空特征研究

在加强海洋强国建设、实现我国碳达峰和碳中和愿景目标背景下准确掌握南海碳通量时空变化格局具有重要的现实意义。根据2009—2018年10 a有机碳通量月度数据集,分析了南海真光层底颗粒有机碳通量变化特征。结果表明：(1)南海区域多年真光层底有机碳输出通量年平均值为55.40 mgC·m^-2·d^-1;其值大小在空间上的分布存在近岸>陆架>海盆的趋势。(2)从季节上看,南海真光层底颗粒有机碳输出通量冬季最高,春、秋季次之,夏季最小;真光层底颗粒有机碳输出通量1、4、7、10月平均值分别为82.43、47.37、46.34、54.75 mgC·m^-2·d^-1。研究结果可为全面掌握南海碳循环过程和机制提供技术支撑。     

南海东北部表层沉积中微体化石与碳酸盐溶跃面和补偿深度

通过对南海东北部(12°～22°N,116°～122°E)表层沉积中的浮游有孔虫、底栖有孔虫、钙质超微化石、硅质与钙质生物丰度和比值的定量分析以及碳酸盐含量的测定,发现碳酸盐含量、浮游有孔虫、钙质超微化石丰度以及钙质生物比值随水深的增大迅速减小,而底栖有孔虫占有孔虫全群的比值和硅质生物比值以及底栖有孔虫胶结质壳类的百分含量却随水深的增大迅速增加.研究表明,调查区内微体化石丰度和比值以及碳酸钙含量的高低,与碳酸盐溶跃面(lysocline)和碳酸盐补偿深度密切相关,碳酸盐溶跃面和碳酸盐补偿深度南、北还存在一定差异,碳酸盐溶跃面南部较北部深,南部在2 600 m上下,北部则在2 200 m上下;碳酸盐补偿深度也是南部的较深,南部为3 600 m上下,而北部在3 400 m上下.     

南海东北部表层沉答中微体化石与碳酸盐溶跃面和补偿深度

通过对南海东北部(12°～22°N,116°～122°E)表层沉积中的浮游有孔虫、底栖有孔虫、钙质超微化石、硅质与钙质生物丰度和比值的定量分析以及碳酸盐含量的测定,发现碳酸盐含量、浮游有孔虫、钙质超微化石丰度以及钙质生物比值随水深的增大迅速减小,而底栖有孔虫占有孔虫全群的比值和硅质生物比值以及底栖有孔虫胶结质壳类的百分含量却随水深的增大迅速增加.研究表明,调查区内微体化石丰度和比值以及碳酸钙含量的高低,与碳酸盐溶跃面(lysocline)和碳酸盐补偿深度密切相关,碳酸盐溶跃面和碳酸盐补偿深度南、北还存在一定差异,碳酸盐溶跃面南部较北部深,南部在2600m上下,北部则在2200m上下;碳酸盐补偿深度也是南部的较深,南部为3 600 m上下,而北部在3 400 m上下。     

论证南海海疆国界线

According to a series of important historical maps,i.e.,the Location Map of the South China Sea Islands,the Nansha Islands,Zhongsha Islands,Xisha Islands,Yongxing Island and Shidao Island,and Taiping Island(archived by the Territorial Administration Division of the Ministry of Interior of Republic of China in 1946),and the Administration District Map of the Republic of China published in 1948,the dashed line surrounding the South China Sea Islands represents China's sea boundary in the South China Sea at that time.It was both connected with,and an extension of,the land boundary of China.At that time the dashed line was used to represent the waters boundaries while the solid line was used to represent the land boundary—a universal method used in maps that was then recognized internationally.The above observation provides historical and scientific evidence of China's sea boundary in the South China Sea that is useful for the international maritime delimitation over the South China Sea area.     

中国海域潮汐非调和常数的计算与分析

联合利用中国沿岸长期验潮站实测资料和全球海潮模型NAO.99b在中国海域的结果,进行潮汐非调和常数的计算.分别对渤海、黄海、东海和南海进行分析,结果表明,中国海域潮汐类型复杂,渤海、黄海、东海以半日潮性质为主,南海以日潮性质为主;渤海、南海平均大潮差多分布在0.42～2.09 m,平均小潮差分布在0.27～1.33 m,东海、黄海平均大潮差多分布在1.12～4.44 m,平均小潮差多分布在0.41～2.41 m;渤海、黄海平均大潮高潮位分布在0.48～1.77 m,东海在0.42～2.41 m,南海在0.21～1.35 m;渤海、东海以及南海北部浅海海域潮高日不等现象显著.