Shoreline evolution of the Holland coast on a decadal scale

The decadal evolution of the dunefoot position along 120 km of the Holland coast is analysed. Firstly, a new definition of dunefoot is introduced based on hydrodynamic and morphologic considerations, which is not affected by local and instantaneous processes occurring immediately before the bathymetric survey. The dunefoot evolution over decadal scales indicates the existence of spatial and temporal oscillations in the shoreline position with magnitudes of 2–3 km length and a periodicity of 4–15 years. Two main controlling factors of this behaviour are identified: (1) influence of sub-aqueous bar systems, and (2) changes in the storm-wave conditions reaching the coast. Although the precise controlling processes of the relation between the dunefoot and the subaqueous profile still remain unclarified, we introduce the concept that the development of a morphological bar cycle requires a fixed amount of time-integrated forcing that is proportional to the cumulative effect of storm waves. Beach mobility along the Holland coast on decadal scales (10–20 m) is similar or lower than mobility introduced by storms or by seasonal cycles. However, it is important to consider these changes for the possible implications on the local vulnerability of the coast to extreme events. Copyright © 1999 John Wiley & Sons, Ltd.     

COMPARISON STUDY OF TWO KINDS OF CODES TO MEASURE FAULT-OFFSETS BASED ON MATLAB: A CASE STUDY ON EASTERN ALTYN TAGH FAULT

Geomorphic offsets displaced by coseismic surface rupture can be analyzed to identify earthquake recurrence behavior. Therefore, obtaining a sufficient and precise along-fault offset dataset is vital to identify long-term earthquake recurrence behavior. Furthermore, knowledge of along-fault slip distribution during a single-earthquake or multi-earthquakes is important for other reasons, including a better understanding of the relationship between earthquake size and coseismic displacements, fault kinematics and fault mechanics. A recent flourish of offsets-measuring software and high-resolution topographic data together offer an unprecedented opportunity to measure high-density fault offsets. Here, we introduce and compare two kinds of most popular software, LaDiCaoz and 3D_Fault_Offsets. We describe the workflow and principle of the two codes by taking a fault-offset example on the eastern Altyn Tagh Fault. LaDiCaoz iterates over the channel morphology and position parameters and determines the summed absolute elevation difference Σ[Δ(elevation)] between both transverse profiles. The optimal horizontal offset is defined by the parameter combination that results in the least mismatch between two profiles. Compared with LaDiCaoz, the principle of 3D_Fault_Offsets is more complicated by measuring the offset in three dimensions. It mathematically identifies and represents nine of the most prominent geometric characteristics of common sublinear markers along faults in three dimensions, such as the streambed(minimum elevation), top, free face and base of channel banks or scarps(minimum Laplacian, maximum gradient, and maximum Laplacian), and ridges(maximum elevation). By calculating best fit lines through the nine point clouds on either side of the fault, the code computes the lateral and vertical offsets between the piercing points of these lines onto the fault plane, providing nine lateral and nine vertical offset measures per marker. Through a Monte Carlo approach, the code calculates the total uncertainty on each offset. Although both 3D_Fault_Offsets and LaDiCaoz are developed based on the Matlab platform, there are significant differences in principles, linear marker, software interface, repeatability, input-file types, degree of automation, adaptability, output file types, etc. In this part, we compare and summarize their features, advantages, and disadvantages. Finally, we calculate the correlation of two groups of fault-offset data derived from the two methods along the eastern ATF. By doing this, we try to explore if the two methods can be crosschecked and to study how sinuosity of the linear geomorphic markers affect the measuring results. By discussing and comparing the accuracy of the two measuring methods, we consider that LaDiCaoz is better than 3D_Fault_Offsets in accuracy aspect. In our opinion, there exist some disadvantages in the both software, and higher automation and introduction of artificial intelligence will be the future development direction.     

北斗广域增强系统星钟和星历误差改正算法研究

区域北斗星基增强系统提供等效钟差改正数统一修正星历和钟差误差。随着系统的建设发展,新一代北斗星基增强系统将区分星历和钟差误差改正信息,以提高差分改正精度。由于北斗卫星混合星座设计及区域监测网的局限,星历和钟差误差的高精度分离计算面临着新的挑战。对北斗星基增强系统的星历和钟差改正算法进行了研究,分别采用动力学和运动学模式计算了卫星星历和钟差改正数,并基于北斗实测数据,对两种处理模式的差分改正精度进行了对比研究。试验结果表明,采用动力学和运动学差分方法,得到的双频伪距实时定位精度分别为1.76m和1.78m,定位精度与WAAS及EGNOS相当。利用运动学和动力学差分改正数后均可得到分米级的精密单点定位(precise point position,PPP)结果,其中采用动力学广域差分改正数,收敛后定位精度可达到15cm;采用运动学广域差分改正数,收敛后定位精度可达45cm。     

北斗广域差分分米级定位的分区切换算法

从2017年1月开始,北斗系统在播发基本导航电文的同时,提供了包含实时轨道改正数、钟差改正数、电离层格网改正数和分区综合改正数四重广域差分参数,使得系统具备了基于系统广播的电文参数实现广域单站实时动态分米级定位的能力。实际应用表明,北斗系统播发的分区综合改正数存在中断的情况,使得实时定位存在因重新收敛而造成跳变的情况。本文分析了分区中断期间定位跳变产生的原因,提出一种适用于分区切换的广域差分分米级定位算法。采用中国境内7个北斗测站10d的静态数据和车载动态数据对新算法进行评估验证。结果表明,在分区改正数中断的情况下,分区切换算法得到的坐标误差与使用连续分区综合改正数结果一致,双频动态定位水平和高程方向分别小于0.3m和0.5m,平均三维定位精度优于0.5m;车载实时动态定位测试中,分区切换前后的单双频定位精度不受切换影响,与切换前保持一致。分区切换算法有效保证了分区改正数中断后北斗广域分米级实时动态定位的连续性。     

动态GNSS监测瞬态无震蠕滑信号提取

断层的瞬态无震蠕滑常诱发震级高、破坏性强的地震。针对其滑动速度缓慢,难以探测的问题,本文基于GNSS连续坐标时间序列的异常波动提出一种断层瞬态无震蠕滑信息的自动探测方法。首先利用独立成分分析进行时空滤波,提高坐标时间序列的信噪比;然后计算坐标时间序列波动的相对强度指数及峰度值;最后通过累积分布函数将其转换为蠕滑信号概率,进而探测断层蠕滑事件。本文模拟500 d GNSS地表位移时间序列进行仿真试验,其中包含25 d瞬态蠕滑信号。试验结果表明,当信号强度至少与噪声水平相当时可有效探测出断层的蠕滑信息。计算Akutan地区连续3年的GNSS数据后探测到一个蠕滑信号,推断其可能为火山岩强烈运动引起的无震蠕滑。通过对四川省陆态网18个测站7年的GNSS数据处理后发现了4个异常信号。     

非差增强信息与差分虚拟观测数据的等价变换理论

针对目前非差精密单点定位增强信息无法直接用于RTK(real time kinematic)相对定位的问题,研究了基于附加坐标约束的参考站非差精密单点模糊度固定解提取非差改正信息的方法,并建立了非差增强信息与虚拟参考站观测信息等价变换模型,重点论述了空间状态域信息(state space representation,SSR)在等价变换中的区别应用。根据RTK模糊度部分固定技术,利用实测数据设计实验证明了算法的正确性与可用性。结果表明,虚拟零基线可获得与网络RTK同等精度的定位效果,从而实现了区域增强系统在非差与差分模式上的高度统一。     

基于景观生态风险评价的宁江流域景观格局优化

流域景观生态风险受到多源因素的综合作用,识别流域景观生态风险是实现景观格局优化的基础与前提,景观格局优化是应对生态风险的有效手段。以宁江流域为研究区,采用空间主成分分析法,从“自然—人类社会—景观格局”3个维度对流域景观生态风险进行综合评价,基于景观生态风险评价结果,构建累积阻力表面,利用最小累积阻力模型进行了流域景观格局的优化。结果表明：人类社会和景观格局因素对综合风险影响更为强烈,地形和距水体距离等自然因素对综合生态风险影响较弱;宁江流域整体景观生态风险偏大,较高景观生态风险区域位于流域西南部,面积为523.99 km ²,占流域面积的36.06%;识别出流域生态源地为面积大于50 km ²的林地和面积大于0.2 km ²的水体。研究构建了15条生态廊道,一级生态廊道长度大于30000 m,二级生态廊道介于10000~30000 m之间,三级生态廊道长度在10000 m以内;识别了19个生态节点,形成了多层次生态网络。通过对比研究区景观格局优化前后的连通度发现,优化后流域整体景观格局连通度得到明显提升。     

砂土地基中箱筒型防波堤基础稳定性试验研究与机理分析

箱筒型防波堤基础是一种能够适应复杂海况的新型基础形式。利用室内模型试验对箱筒型防波堤基础在水平静载荷及水平循环荷载作用下的稳定特性进行了研究。结果表明：砂性土地基中箱筒型防波堤基础破坏可分为准弹性、塑性及破坏三个阶段,以荷载位移曲线出现明显拐点判断箱筒型防波堤基础极限承载力约为0.08 kN。以循环过程中施加荷载与静载荷水平极限承载力比值定义荷载循环比ζ_b,当ζ_b=0.5、ζ_b=1.0时,防波堤基础前10次累计位移最为明显,分别占总循环累计位移的96.70%、91.88%,这主要是由于砂土发生剪胀,土颗粒重新排列所致;而后40次循环累计位移不明显,分别占总循环累计位移的3.30%、8.12%,此时土体发生剪缩,土颗粒之间致密化。当ζ_b=0.5时,循环结束后防波堤基础抗滑移系数K₁、抗倾覆系数K₂分别为1.619、3.372;当ζ_b=1.0时,抗滑移系数K₁、抗倾覆系数K₂分别为0.839、-18.063,说明ζ_b=0.5循环荷载作用下砂性土地基防波堤基础稳定性良好,但ζ_b=1.0循环加载时,基础首先发生滑移破坏进而发生严重的倾覆破坏。     

挠力河流域湿地景观演变的累积效应

基于累积效应方法和原理,利用遥感和GIS技术,分析了挠力河流域湿地景观时空演变过程及其产生的累积效应。结果显示,该流域湿地景观变化是人类土地开发活动不断叠加、影响强度和空间范围不断扩大的结果。产生的直接累积效应包括湿地景观面积丧失、景观结构破碎化、水文情势变化和生态系统退化;间接的累积效应主要包括生物多样性下降和区域气候趋暖变干。目前,挠力河流域湿地景观变化已经超过了阈值条件,累积效应达到了极为显著的程度。其中,湿地景观多样性趋于丧失,植物物种多样性发生显著变化,某些珍稀水禽种群数量显著下降,有些保护物种已经消失,流域湿地生态正面临极为严重的形势。     

GM(1,1)模型在建筑物变形预测中的应用

通过对某楼群变形预测的实例,阐述了如何利用现场采集的数据信息,按灰色理论的ＧＭ（１,１）模型建立预测模型,对建筑物变形进行预测预报的方法。