华北地块中部新构造运动

由于印度板块持续向北运动,引起青藏高原的挤出,并于中新世末引起华北地块的向东挤出。大约在7.3 Ma,太行山西侧渭河盆地唐县面首先解体,继而向北、向东发展;到5 Ma左右,太行山东麓断裂带的右行走滑,导致华北中部唐县面全面解体,形成多个太行山内部山间盆地,以及太行山西侧山西地堑系。这些断陷盆地的断陷幅度各不相同,太行山西侧山西地堑系断陷幅度较大,太行山内部山间盆地断陷幅度较小,太行山东部的渤海湾盆地断陷活动不明显。伴随着盆地的形成,太行山相对进入快速隆升阶段。山西地堑系控盆断裂以及太行山东麓断裂带第四纪以来仍存在明显活动,切割并控制第四系,局部在地表形成地裂缝。华北地块中部的应力场恢复以及深部构造分析表明,深部地幔上涌对浅部伸展构造的形成具有重要的影响,深部构造演变与浅部构造演变具有高度的一致性和耦合性。太行山东部渤海湾盆地自中新世以来就进入拗陷阶段,断裂活动弱,构造演化与西侧差异较大,表明这期构造运动动力源于西侧,太行山东麓断裂带作为两侧差异演变的边界,调节着两侧的差异构造活动。     

模型揭示的浅水湖泊稳态转换影响因素分析

富营养化会导致浅水湖泊发生稳态转换,生态系统服务严重受损。磷是驱动湖泊发生稳态转换的重要环境因子,探究湖水磷浓度的变化规律是湖泊管理的关键。通过磷动力学模型,从影响湖水磷浓度的主要参数入手,探讨了每种参数变化对磷浓度的具体影响。结合前人研究结果,详细讨论了不同类型气候变化和人类活动对湖泊稳态转换时间、滞后时长、修复速率等的影响。研究认为,气候变化所导致的温度升高、光强减弱、风浪增强等和人类活动所导致的生物扰动、水位波动增强等因素变化虽不会改变湖泊稳态转换突变时间,但会推迟湖泊修复时间,造成突变阈值减小,滞后时间延长,稳态增大。在湖泊保护中要重点考虑主要外力驱动对湖泊稳态转换过程影响的区别,避免有害突变的发生。     

Late quaternary seismic stratigraphy and active faults of the Gulf of İzmit (NE Marmara Sea)

The Upper Quaternary seismic stratigraphy and active faults of the Gulf of İzmit were investigated by means of high-resolution shallow seismic profiling data in the source region of 1999 İzmit earthquake. High-resolution seismic reflection data correlated with borehole data indicate that the stratigraphy of İzmit Bay consists of three distinct depositional sequences formed in response to middle Pleistocene-Holocene sea-level changes. Reflector R, separating the pre-Holocene sequences (1 and 2) from the Holocene sequence (3), represents an erosional unconformity produced by the subaerial fluvial erosion of the continental shelves at the time of the last glacial maximum. Occasional, anomalous reflections (acoustic turbidity) observed within the Holocene sequence are interpreted as gas accumulations. The maximum thickness of the Holocene sediments is found to be about 25 m. The isopach map of Holocene sediment implies that the thickness of the Holocene decreases from the east towards the central and western basins of İzmit Bay. Two distinct fault systems are interpreted in İzmit Bay. The main fault system extending roughly in an E-W direction along the Gulf of İzmit is an active right lateral strike slip fault with a normal component. The secondary faults are normal faults striking in different directions and these are identified as being both active and inactive. In addition, prominent compressive features are identified in the seismic cross-sections of some profiles acquired to the east of Hersek Peninsula where the focal mechanisms of the aftershocks of the 1999 İzmit earthquake also reveal predominantly reverse faulting mechanisms, as identified by a local dense seismic network.     

A two-dimensional finite volume hydrodynamic model for coastal areas: Model development and validation

A two dimensional implicit finite volume scheme for solving the shallow-water equations is developed. The effects of the Coriolis force, surface wind stress, and waves are included. A non-uniform rectilinear forward staggered grid is used with Cartesian coordinates. The time integration is performed using the Euler implicit technique. The convective flux is treated using the deferred correction method. The viscous terms are discretized using a second order central difference approximation. The SIMPLE (Semi-Implicit Method for Pressure-Linked Equations) algorithm is used for coupling the velocity components and the water elevation gradient for the water level correction. The system of equations is solved sequentially using the Strongly Implicit Procedure (SIP). To simulate wave driven current, a phase averaged wave model is used first to simulate wave transformation and calculate radiation stresses. The performance of the developed model is validated for different sources of external forces and different combinations of boundary conditions. The validation cases include tidal circulation in a harbor and wave induced currents behind a breakwater parallel to the coastline. The model is finally applied to simulate the flow pattern in a closed artificial lagoon and along the coastline near Damietta Port located along the Northern coast of Egypt. Results of the developed model agree well with the published results for the considered cases.     

浅基础水平场地砂土液化危害性评价

分析了《建筑抗震设计规范》中砂土液化危害性评价方法的不足,通过确立液化土层在不同震害模式情况下的液化震陷计算值,建立了以震陷值S为指标的浅基础水平场地地基液化危害性评价等级,得到了其评价程序.     

Coanda effect in coastal flows

In the present paper some numerical simulations and experiments were carried out to study jet-wall interaction in shallow waters. Namely, modifications of the hydrodynamic field concerning the interaction of river run-off with a shallow coastal water body, due to the presence of marine structures, were investigated. Stratification effects due to salinity and temperature were neglected, and the interest was focused on barotropic features (Coanda effect). The numerical analysis was carried out by means of shallow water equations, numerically solved by finite difference, and the present method was validated by means of a typical simple-shaped test case. The experiments were carried out in a shallow water tank, flow visualizations were performed, and the velocity field was obtained by PIV. The main features of jet-wall interaction flow were investigated in simple-shaped geometries, and applications were shown for two practical cases: Pescara channel harbour (Adriatic Sea, Italy) and the proposed design of Latina harbour (Tyrrhenian Sea, Italy).     

冠县地下水资源概况及开发利用建议

介绍了山东省冠县的水文地质条件和地下水资源开发利用现状,分析了由于过量开采浅层地下水而引发的水位下降及水质恶化等问题,提出了合理开发利用地下水的建议。     

裂纹深度和形状对构件断裂韧度的影响

在弯曲疲劳试验机上对几组包含有不同 a/ w值的贯穿裂纹和不同 a、c值的半椭圆裂纹的构件进行弯曲疲劳实验。结果表明 ,对于 60 Si2 Mn A钢来说 ,无论是表面裂纹还是贯穿裂纹 ,在浅裂纹情况下 ,其断裂韧度值比深裂纹高出 2 5%左右。当 a/ w值大于 0 .1时 ,无论 a/ w如何变化 ,KIC值基本保持不变。裂纹形状对断裂韧度的影响也不明显。     

Ring foundation on elastic subgrade: an analytical solution for computer modelling using the Lagrangian multiplier method

In the practice of geotechnical engineering, the case of a ring footing carrying a set of concentrated point loads is a common problem. At times, the induced vertical and angular displacements for the ring footing need to be evaluated at a relatively precise level. By making use of the governing set of equations derived for the case of a general curved beam, expressions that can be easily implemented in modern computing software are derived for the vertical and angular displacements of a ring footing of rectangular cross section as functions of the radial position. The loading case considered is a vertical point load, and the soil is modelled as elastic. Estimates of the displacements have been shown for a common range of practical applications. The behaviour for a set of concentrated loads may be evaluated using the derived equations through direct superposition. Nonlinear finite element analysis is used to evaluate the vertical deflection and angular twist of the ring foundation. Numerical analysis performed for three ring foundations with different radii and cross sections is reported to validate the accuracy of the derived analytical solution. Copyright © 2016 John Wiley & Sons, Ltd.     

Bearing capacity of strip foundations reinforced with geogrid sheets by using upper bound finite‐element limit analysis

By using the upper bound finite‐elements limit analysis, with an inclusion of single and two horizontal layers of reinforcements, the ultimate bearing capacity has been computed for a rigid strip footing placed over (i) fully granular, (ii) cohesive‐frictional, and (iii) fully cohesive soils. It is assumed that (i) the reinforcements are structurally strong so that no axial tension failure can occur, (ii) the reinforcement sheets have negligible resistance to bending, and (iii) the shear failure can take place between the reinforcement and soil mass. It is expected that the different approximations on which the analysis has been based would generally remain applicable for reinforcements in the form of geogrid sheets. A method has been proposed to incorporate the effect of the reinforcement in the analysis. The efficiency factors, η_c and η_γ, to be multiplied with N_c and N_γ , for finding the bearing capacity of reinforced foundations, have been established. The results have been obtained (i) for different values of ? in case of fully granular and cohesive‐frictional soils, and (ii) for different rates at which the cohesion increases with depth for a fully cohesive soil. The optimum positions of the reinforcements' layers have also been determined. The effect of the reinforcements' length on the results has also been analyzed. As compared to cohesive soils, the granular soils, especially with higher values of ?, cause a much greater increase in the bearing capacity. The results compare reasonably well with the available theoretical and experimental data from literature. Copyright © 2013 John Wiley & Sons, Ltd.