基于城市生态空间土地整治的生物群落构建

随着城市生态文明建设步伐加快,城市建设对生态用地的需求日益增加。然而中国城市生态空间土地整治工程建设中存在过度注重美学和视觉效应、盲目引进外来种、植物配置不合理、大面积运用草坪等现象,在城市生态文明建设的同时也引发了很多问题。通过分析生态文明背景下中国城市生态空间规划与建设存在的问题,结合城市土地整治生态空间特点,总结提出了“人+植物”群落城市土地整治生态修复基础理论,并以陕西省渭南市渭东新城综合整治项目为例,重点阐述了城市土地整治过程中生态空间群落构建的方法要点和具体思路。结果表明:在城市土地整治修复和生态空间建设中,重点利用本土植物群落特性,构建复层植物群落;丰富区域生物多样性,打造平衡的生态链;充分考虑人与自然的耦合关系,并以“人+植物”群落为单位与城市设施、人类活动、环境承载力综合考虑设计城市生态景观,最终可以构建优美、可持续的城市生态空间。     

水库滑坡成因机制研究进展与展望

滑坡是水库库区主要地质灾害类型之一,开展水库滑坡成因机制研究具有重要理论意义和工程应用价值.利用WebofScience(WoS)数据库和VOSviewer文献计量工具对1999-2018年已发表的969篇以水库滑坡为主题的相关论文进行研究趋势分析.文献计量分析表明三峡库区滑坡稳定性和变形研究是未来水库滑坡成因机制研究主要趋势.从库水对滑坡的宏观力学作用方式、库水作用下岩土体渗流应力耦合机理和库水对岩土体劣化作用过程等方面,对国内外水库滑坡成因机制研究的主要成果与进展进行了综述.综合现有的研究成果指出水库滑坡在精细化地质建模、岩土体多场耦合特征参数获取和岸坡长期演化评价等方面尚存在不足.基于上述问题,提出水库滑坡成因机制研究应以多场信息监测为重要手段,立足多学科交叉,采用大数据融合与挖掘和人工智能技术等解决水库滑坡长期演化趋势难题.考虑水库滑坡所处地质环境的复杂性,建议未来应在水库滑坡立体精细地质建模、多场关联监测、地质结构多场多尺度演变过程、基于监测数据大数据分析的滑坡预警阈值确定和原位试验综合平台构建等方面进一步深入研究.     

Numerical computations of rock dissolution and geomechanical effects for CO2 geological storage

The paper is motivated by the long‐term safety analysis of the CO₂ geological storage. We present a methodology for the assessment of the geomechanical impact of progressive rock dissolution. The method is based on the use of X‐ray tomography and the numerical dissolution technique. The influence of evolution of the microstructure on the macroscopic properties of the rock is analysed by using periodic homogenization method. The numerical computations show progressive degradation of all components of the stiffness (orthotropic) tensor. Moreover, the evolution of associated mass transfer properties (as tortuosity and conductivity tensors), by using the periodic homogenization method, is also calculated. The correlation between the mechanical parameters and the transfer properties during the dissolution process is presented. The results show that the highest increase of the hydraulic conductivity (in direction Y) is not associated with the highest decrease of Young modulus in this direction. Moreover, the highest decrease of Young modulus (in the direction X) is not associated with percolation in this direction. Finally, an incremental law to calculate settlement, in case of a rock with evolving microstructure, is proposed. The solution of the macroscopic settlement problem under constant stress and drained conditions showed that the geomechanical effects of the rock dissolution are rather limited. Copyright © 2014 John Wiley & Sons, Ltd.     

Transverse and longitudinal fluid flow modelling in fractured porous media with non‐matching meshes

A new discrete fracture model is introduced to simulate the steady‐state fluid flow in discontinuous porous media. The formulation uses a multi‐layered approach to capture the effect of both longitudinal and transverse permeability of the discontinuities in the pressure distribution. The formulation allows the independent discretisation of mesh and discontinuities, which do not need to conform. Given that the formulation is developed at the element level, no additional degrees of freedom or special integration procedures are required for coupling the non‐conforming meshes. The proposed model is shown to be reliable regardless of the permeability of the discontinuity being higher or lower than the surrounding domain. Four numerical examples of increasing complexity are solved to demonstrate the efficiency and accuracy of the new technique when compared with results available in the literature. Results show that the proposed method can simulate the fluid pressure distribution in fractured porous media. Furthermore, a sensitivity analysis demonstrated the stability regarding the condition number for wide range values of the coupling parameter.     

Multiscale modeling of large deformation in geomechanics

Large deformation soil behavior underpins the operation and performance for a wide range of key geotechnical structures and needs to be properly considered in their modeling, analysis, and design. The material point method (MPM) has gained increasing popularity recently over conventional numerical methods such as finite element method (FEM) in tackling large deformation problems. In this study, we present a novel hierarchical coupling scheme to integrate MPM with discrete element method (DEM) for multiscale modeling of large deformation in geomechanics. The MPM is employed to treat a typical boundary value problem that may experience large deformation, and the DEM is used to derive the nonlinear material response from small strain to finite strain required by MPM for each of its material points. The proposed coupling framework not only inherits the advantages of MPM in tackling large deformation engineering problems over the use of FEM (eg, no need for remeshing to avoid mesh distortion in FEM), but also helps avoid the need for complicated, phenomenological assumptions on constitutive material models for soil exhibiting high nonlinearity at finite strain. The proposed framework lends great convenience for us to relate rich grain-scale information and key micromechanical mechanisms to macroscopic observations of granular soils over all deformation levels, from initial small-strain stage en route to large deformation regime before failure. Several classic geomechanics examples are used to demonstrate the key features the new MPM/DEM framework can offer on large deformation simulations, including biaxial compression test, rigid footing, soil-pipe interaction, and soil column collapse.     

Modelling of coupled fluid‐mechanical problems in fractured geological media using enriched finite elements

Geological environments, such as petroleum reservoirs, normally exhibit physical discontinuities, for example, fractures and faults. Because of the reduced thickness of these discontinuities, finite element formulations with strong discontinuity have been applied to the numerical modelling of geological environments. Until now, two relevant characteristics of petroleum reservoirs have not been addressed by these formulations. The first is the pore pressure jump in the direction normal to a discontinuity in a fluid‐mechanical coupling condition, which is present primarily in sealing faults owing to the contrast of permeability with the porous medium. The absence of this jump can affect the prediction of the deformability of a physical discontinuity. Furthermore, reservoir models frequently use coarse meshes. Thus, the method used to evaluate the pore pressure in the discontinuity may exhibit a strong dependence relative to the mesh refinement. Based on these characteristics, in this study, a formulation of an enriched finite element for application to coupled fluid‐mechanical problems with pre‐existing physical discontinuities saturated by a single fluid is presented. The formulation employs discontinuous interpolation functions and enables the reproduction of jumps of displacement and pore pressure associated with a discontinuity inside the element without the need to discretise it. An approximation to estimate the pore pressure in the discontinuity was developed, one which seeks to minimise the influence of refinement. The element's response is verified by comparison with a one‐dimensional analytical solution and simple examples that are simulated using commercial software. Copyright © 2015 John Wiley & Sons, Ltd.     

Evaluation of building period formulas for seismic design

Building period formulas in seismic design code are evaluated with over 800 apparent building periods from 191 building stations and 67 earthquake events. The evaluation is carried out with the formulas in ASCE 7‐05 for steel and RC moment‐resisting frames, shear wall buildings, braced frames, and other structural types. Qualitative comparison of measured periods and periods calculated from the code formulas shows that the formula for steel moment‐resisting frames generally predicts well the lower bound of the measured periods for all building heights. But the differences between the periods from code formula and measured periods of low‐ to‐medium rise buildings are relatively high. In addition, the periods of essential buildings designed with the importance factor are about 40% shorter than the periods of non‐essential buildings. The code formula for RC moment‐resisting frames describes well the lower bound of measured periods. The formula for braced frames accurately predicts the lower bound periods of low‐to‐medium rise buildings. The formula for shear wall buildings overestimates periods for all building heights. For buildings that are classified as other structural types, the measured building periods can be much shorter than the periods calculated with the code formula. Based on these observations, it is suggested to use C_r factor of 0.015 for shear walls and other structural types. Copyright © 2010 John Wiley & Sons, Ltd.     

浮式风机一体化模拟的计算参数设置影响研究

随着海上浮式风机的大型化发展，针对漂浮式风机的一体化耦合分析越来越重要。本文利用Simo-Riflex-Aerodyn 仿真工具建立OC4-Deepcwind 漂浮式风机一体化耦合模型，分析计算时间步长、初始截断时间、弹性结构单元离散数等计算参数对模拟结果的影响，包括浮式基础运动、系缆张力、叶片受力等。结果表明：当计算时间步长为0.005 s、0.01 s、0.02 s 时，浮式风机的响应结果差别较小，而计算消耗时间相差较大，0.01 s、0.02 s 的计算时间分别是0.005 s的70%、37%。相同工况下，不同参量响应达到稳定所需时间不同，纵荡需要的时间较长，最长达200 s；不同工况下，同一参量达到稳定所需时间也不相同，切出工况需要的时间最短，较额定工况快约60 s。结构单元离散数对塔柱受力影响较小，对叶片变形影响相对明显，当叶片离散数目减小时，响应值增大12%。实际中应根据具体工况选择合理的计算时间步长、初始截断时间和弹性结构单元离散数量。     

基于路基土蠕变效应的路基预应力损失模型研究

新型预应力路基技术可用于整治路基病害或强化既有线路基,研究其预应力损失规律对保障预应力路基工程的长期安全具有重要意义。基于弹性理论提出了预应力路基侧压力板与路基边坡接触面中心点后方水平路径上附加应力的计算方法,分析表明该特征路径上水平附加应力随距板−土接触面中心点距离的增加呈现良好的指数函数衰减关系。基于水平附加应力的指数函数扩散规律及路基土的蠕变行为,推导了路基土的蠕变变形计算公式。进一步基于蠕变变形与预应力钢筋回缩变形的协调性,建立了路基预应力的损失模型和计算方法,并结合FLAC3D数值仿真开展了对比分析。研究表明：钢筋预拉力损失的理论预测曲线与数值仿真曲线吻合良好,二者偏差不足5%,论证了路基预应力损失模型的有效性;钢筋预拉力可在锚固后的60 d内达到稳定,且预拉力的稳定值可达其初始值的85%～90%,说明新型预应力路基技术可为路基土提供相当可观的稳定附加围压,从而通过改善路基土的应力状态达到强化路基的目的。     

不同渗透水压下完整泥页岩剪切−渗流特性研究

为了探索高压水力浸润带和消落带岩体在压剪荷载与流体入渗双因素耦合作用下剪切渗流特性的衍化规律,利用自主研发的一套新型岩石剪切−渗流耦合试验系统,对饱水泥页岩进行了常法向荷载条件下不同渗透水压的剪切−渗流耦合试验和剪切蠕变−渗流耦合试验。试验结果表明：（1）随着渗透水压力的增加,饱水泥页岩剪切强度峰值、法向变形峰值以及剪切蠕变破坏强度均有所下降,说明渗透水压力对岩样力学强度具有损伤效果。（2）在剪切−渗流耦合试验过程中,岩样剪应力与法向变形在线弹性变化的末期会出现明显的上下波动现象,并伴有水流流出,剪应力和法向变形的突变点在时间上具有一致性。（3）在剪切蠕变−渗流耦合试验过程中,水流渗出速率与渗透水压力大小呈正相关,随着剪切荷载施加等级的提高,岩样蠕变变形量增大,单位时间内累计渗出水量亦有所提升。