氧化塘水力特性模型研究

氧化塘是一种被广泛应用且运行费用较低的污水处理设施，其流型有多种模型可供采用，但主要模型参数纵向扩散系数（D）和扩散因素（d）均难准确预测，为了满足这些模型的通用性就需要建立所需参数的预测方程。通过氧化塘模型研究，利用示踪实验技术测定了水力逗留时间分布，提出了一种计算氧化塘模型纵向扩散系数D的经验公式，为求取扩散因素d或扩散传质准数Pe提供了简便方法。用所得经验公式求得胜利油田桩西联采油废水氧化塘Pe值，与实测值较好吻合，相对偏差为6．61％。     

基于非遗传进化算法的四边形海上风电场设计

海上风力发电厂正在成为可再生电力生产的现实选择。作为海上风电场建设中较常用到的一种设计，平行四边形风电场进一步优化了风电机组排布，由此可以得到风电场最大发电量的优化方案。作为提高海上风电场盈利能力的工具，这项工作提出了第一个完整的非遗传进化算法，以优化平行四边形海上风电场的位置、大小和布局。该模型考虑了影响投资盈利能力的大多数相关经济数据，已经在海上风电场荷斯韦夫I(Horns Rev I,HR-I)的现场进行了测试。测试的结果显示，在10个优化结果的区域中心，确定了横轴与纵轴范围，平行四边形角度为（100～120）°，方向角度为（85～105）°，涡轮机之间行与列的距离分别为（9～20）m以及（5～8）m。涡轮机距离优化优化后的搜索时间为2 400 s，效率提升了14.29%。研究结果表明该方案在投资和年发电量方面与实际海上风电场的价值相似，均体现了最佳方向和盈利能力。     

孔压静力触探在确定砂土内摩擦角中的应用

内摩擦角作为砂土的抗剪强度指标之一,是工程设计的重要参数。常规海洋工程勘察中主要依据室内土工试验确定,如三轴压缩试验、直接剪切试验、颗粒粒径、级配和密实度等。随着孔压静力触探(Piezocone PenetrationTest,PCPT)在海洋工程勘察中广泛开展,利用孔压静力触探测试的锥尖阻力、侧壁摩阻力和孔隙水压力等参数确定砂土内摩擦角具有无需取样、快速、合理、可靠的优点,在桩基础、管线路由、水下基础等海洋工程勘察中具有越来越重要的工程意义。本文总结了3种利用PCPT资料确定砂土内摩擦角的方法即Mayne提出的内摩擦角评估经验公式、砂土最大最小经验公式和Senneset等提出的计算砂土内摩擦角经验公式,在中国广东沿海某风电场开展了3个钻孔的应用实践。对结果进行对比分析后认为,在熟练掌握PCPT测试方法、资料采集、数据处理和成果解释的基础上,依据Senneset等提出的计算方法,用PCPT资料确定砂土内摩擦角,具有一定的可靠性与适用性。     

EOF重构声速剖面对深水多波束的声速改正分析

声速误差是多波束水深地形测量主要误差源之一，通常采用现场声速剖面测量的方式加以改正，但在深远海多波束水深地形测量时，现场获取全深度的声速剖面并非易事。针对这一问题，利用东南印度洋海洋调查工作中采集到的17个站位的CTD数据，将所有站位声速剖面拓展到全深度，采用经验正交函数分析法（Empirical Orthogonal Functions, EOF）构建调查区声速剖面场，可获得声速剖面场内任意一点的声速值。然后通过EOF重构声速剖面场获得的声速值对测区内多波束水深地形数据进行改正，并与实测声速剖面对多波束水深地形数据的改正结果进行对比，结果表明，5 000 m水深范围内2种声速改正结果相差很小，EOF重构法对深水多波束的声速改正满足水深测量的要求。     

低温供热堆选址阶段的环境影响评价与分析

根据低温供热堆选址阶段环境影响评价的要求,结合工程具体设计方案,对低温供热堆在正常运行和事故工况下可能造成的环境影响进行分析、预测与评价,以作为审管当局决策的重要依据。低温供热堆在正常运行状态时,放射性气载流出物在大气中迁移和扩散及对公众的辐射剂量估算采用的是IAEA安全系列19号报告中给出的筛选模式(稀释模式);事故工况下保守考虑全堆熔事故作为选址假想事故,采用USNRC RG1.4中给出的最大可信事故(30d)的大气扩散因子计算方法,估算假想事故各时段的大气扩散因子。正常运行工况下,在半径1km的环形区域内烟囱排放和蒸发池排放叠加的最大个人有效剂量为7.84×10^-6 Sv/a,小于本工程对公众的剂量约束值0.03mSv/a;事故工况下,两厂址所致公众个人(成人)在整个事故持续时间内厂址边界处(150m)最大个人有效剂量为5.66mSv,甲状腺当量剂量为7.43mSv,均小于《小型压水堆核动力厂安全审评原则(试行)》要求。低温供热堆在正常运行和事故工况下,对周围环境和公众的影响均满足参考的相关标准要求,是可以接受的。     

隧道内不同行驶工况下CO浓度分布及预测模式研究

本文通过现场实测,获取了在不同行驶工况下深圳市横龙山隧道内CO浓度分布情况.结果表明,在堵车、缓行及正常行驶3种情况下,隧道入口、隧道中及隧道出口的CO浓度均逐渐升高,堵车时隧道内CO浓度最高,正常行驶时的浓度最低.采用环保部机动车排污监控中心关于在用车综合排放因子的研究成果中第3阶段汽车尾气排放标准计算隧道内CO浓度,结果与实测数据相符,CO在纵向全射流通风隧道内扩散规律符合一维纵向空气质量扩散方程.     

我国应急事故水池现状剖析与改进的研究

通过统计分析国家和行业标准以及现场勘察发现,目前在应急事故水池的定义、功能、布局、类型、容积、消防历时和降雨量等方面存在许多问题,也无法满足突发环境事件中各种污水的收集与处理。因此,应尽快研究并制定适用于各类企事业单位、工业园区的应急事故水池技术规范。研究表明:凡是生产、使用、储存危险化学品和环境风险物质并且所排放的污染物可能造成环境质量显著下降、危及公众身体健康的企事业单位,均应设置应急事故水池。应急事故水池应具有永久性、专一性、自流式、池容大、防腐蚀、防渗漏等基本属性。消防历时对应急事故水池容积的影响最大,一般应取最大设计值。对应急事故水池容积影响较大的最大降雨量,应参考最大设计消防历时或按8~12h的降雨量统计计算。工业园区应急事故水池应选择在便于收集的地势低洼之处,其容积应充分考虑近年来实际案例的消防水量。而构建企业间联用和工业园区公共应急事故水池三级防御体系,才能更有效地应对突发水污染事件。     

从神华的两份节水报告说起

正2013年8月8日和16日,神华集团连续撰写了《关于水源地开采及其生态影响的情况说明》和《关于污水排放情况的说明》两份说明报告。在《水源地说明》一文中,神华集团经调查证明,当地水源地出现了地下潜水水位下降。而在《关于污水排放情况的说明》一文中,神华集团表示,由于煤直接液化是首次工业化,可以借鉴的经验非常少,主要采用试验阶段获得的污水分析数据进行工业化设计,项目投入运行后污水实际水质与设计值有偏离,加之上游工艺装置生产时有波动,导致高浓度污水处理装置运行不够稳定,有时污水处理效     

农村水源地水质重金属健康风险评估研究

介绍了饮用水水源地中基因毒物质和躯体毒物质所致的健康危害的风险度计算模型,并根据雅安市雨城区农村水源地水质实测资料,进行健康风险评价与分析。结果表明:(1)基因毒物质由饮水途径所致健康危害的个人年风险按大小排列为Cr(VI)>As>Cd,而躯体毒物质的个人年风险按大小排列为Hg>Pb>Mn>Fe,但前者的影响远大于后者;(2)水源地中的3种基因毒物质所致健康危害的个人年风险,远远超过瑞典环保局、荷兰建设和环境部推荐的最大可接受水平1.00×10-6a-1,且Cr(VI)的健康风险危害超过国际辐射防护委员会(ICRP)推荐的最大可接受值5.00×10-5a-1,应将Cr(VI)视为本区饮水的优先治理污染物。     

MOUND FORMATION AT CULVERT OUTLETS1

ABSTRACT One component of the local scour process near a culvert outlet is the formation of an aggraded mound downstream of the scour area. This investigation presents a series of observations and empirical relationships depicting the formation, growth, and estimated maximum dimensions of a mound in a uniformly graded sand material due to clear water scour. The maximum dimensions of the mound were correlated to the discharge intensity (Qg^-0.5 D^-2.5), the maximum dimensions of the scour hole, time, and tailwater elevation. The concept of an approximate area of scour influence was developed relating the mound width, scour hole length, and mound length as a function of the culvert diameter and discharge intensity.     

A MORPHOLOGICAL AND ECONOMIC EXAMINATION OF PLUNGE POOLS AS ENERGY DISSIPATERS IN URBAN STREAM CHANNELS1

ABSTRACT: Naturally formed plunge pools (scour holes) are a common morphologic feature in many urban stream systems where the transition between a pipe and a natural channel occurs. Plunge pools serve as significant stream energy dissipaters, increasing flow resistance and enhancing stream channel stability. Such features may also improve habitat diversity and serve as refugia for stream biota during low flow periods. The morphologic characteristics of several naturally formed plunge pools associated with road crossing culvert outlets in the metropolitan Charlotte, North Carolina, area are presented. Plunge pool dimensions surveyed include maximum depth, length, and width, and longitudinal and side slopes as well as bed material. Culvert outlet dimensions and hydraulic characteristics of the scouring jet for each study site are also reported. Design equations developed from flume studies generally failed to predict the naturally formed plunge pool dimensions. Pool volume was significantly correlated with drainage area, with pool depth being the least sensitive dimension to changes in the magnitude of the scouring flow. The excavation costs for designed plunge pools compare favorably to initial construction costs of traditional culvert outlet riprap aprons.     

STABLE PROFILES OF PLUNGE BASINS1

The characteristics of scour holes were discussed including the problems created by them in relation to the hydraulic structures associated with their formation. The philosophy on the design and use of deflector buckets together with the need for plunge basins to dissipate the energy of the high velocity jets were reviewed. Laboratory observations were made to study the erosion of beds of gravel caused by water jets projected from spillway buckets. Flip buckets with 15, 30, 45 and 60 degrees exit angles were utilized. One-quarter inch and %-inch nominal size bed materials were used in the investigation. The gravel was placed in a large comprehensive scour basin to observe their behavior when subjected to the water jets. Besides the formula derived for the maximum depth of scour, a set of dimensionless equations were developed to describe the three-dimensional configuration of scour holes. The dimensions of stable plunge basins could be obtained from these profiles.     

LOCAL SCOUR AROUND CYLINDRICAL OBJECTS1

ABSTRACT: Several predictors for the maximum local scour around cylindrical objects are compared to available experimental data. The range of flow parameters for which these formulas are valid are presented. The best predictors among those compared in this study were identified. Based on the available data a formula for estimating local scour around cylindrical objects is also given.     

COARSE WOODY DEBRIS AND CHANNEL MORPHOLOGY: A FLUME STUDY1

ABSTRACT: In recent years, logs and other structures have been added to streams for the purposes of altering channel morphology to improve fish habitat. This flume study was conducted to evaluate the effects of coarse woody debris on local channel morphology. Wooden dowels were used to simulate the effects of individual logs in a stream, and scour depth and surface area were determined at the end of each test run. The maximum scour depth was significantly correlated (90 percent confidence level) with both the vertical orientation of the dowels and the channel opening ratio; the scour surface area was significantly correlated (90 percent confidence level) with both the flow depth and the vertical orientation. Upstream-oriented dowels caused relatively large streambed scour and also deflected flows toward the streambank. Downstream-oriented dowels generally caused less bed scour and appeared to provide better bank protection because flow was generally deflected from the bank. In conjunction with data from field studies, these results provide information on the effects of orientation, hydraulic function, and relative stability of coarse woody debris in streams.     

The impact of storm events on a riverbed system and its hydraulic conductivity at a site of induced infiltration

The spatial and temporal variability of riverbed vertical hydraulic conductivity (K(v)) was investigated at a site of induced infiltration, associated with a municipal well field, to assess the impact of high-stage events on scour and subsequently the riverbed K(v). Such impacts are important when considering the potential loss of riverbank filtration capacity due to storm events. The study site, in and along the Great Miami River in southwest Ohio, overlaid a highly productive glacial-outwash aquifer. A three-layer model for this system was conceptualized: a top layer of transient sediment, a second layer comprising large sediment resistant to scour, but clogged with finer sediment (the armor/colmation layer), and a third layer that was transitional to the underlying higher-K(v) aquifer. One location was studied in detail to confirm and quantify the conceptual model. Methods included seepage meters, heat-flow modeling, grain-size analyses, laboratory permeameter tests, slug tests and the use of scour chains and pressure-load cells to directly measure the amount of sediment scour and re-deposition. Seepage meter measured riverbed K(v) ranged from 0.017 to 1.7 m/d with a geometric mean of 0.19 m/d. Heat-transport model-calibrated estimates were even lower, ranging from 0.0061 to 0.046 m/d with a mean of 0.017 m/d. The relatively low K(v) was indicative of the clogged armor layer. In contrast, slug tests in the underlying riverbed sediment yielded K(v) values an order of magnitude greater. There was a linear relationship between scour chain measured scour and event intensity with a maximum scour of only 0.098 m. Load-cell pressure sensor data over a 7-month period indicated a total sediment-height fluctuation of 0.42 m and a maximum storm-event scour of 0.28 m. Scour data indicated that the assumed armor/colmation layer almost always remained intact. Based on measured layer conductivities and thicknesses, the overall K(v) of this conceptualized system was 1.6 m/d. Sensitivity analyses indicated that even complete scour of the armor/colmation layer would likely increase the overall K(v) only by a factor of 1.5. Most scour events observed removed only the transient sediment, having very little effect on the entire system indicating low risk of losing filtration capacity during storms. The research, however, focused on the point bar, depositional side of the river. More research of the entire river profile is necessary.     

PREDICTION OF LOCAL SCOUR AROUND BRIDGE PIERS USING ARTIFICIAL NEURAL NETWORKS1

This paper describes a method for predicting local scour around bridge piers using an artificial neural network (ANN). Methods for selecting input variables, calibrations of network control parameters, learning process, and verifications are also discussed. The ANN model trained by laboratory data is applied to both laboratory and field measurements. The results illustrate that the ANN model can be used to predict local scour in the laboratories and in the field better than other empirical relationships that are currently in use. A parameter study is also carried out to investigate the importance of each input variable as reflected in data.     

海上风电变流器应用环境因素分析

为了清晰认识风电变流器海上应用环境,阐述了海上风电的困难及生命周期可遇的环境因素,并选取对风电变流器有危害和影响的主要环境因素进行了分析,以便开发人员提前识别海上风电变流器的环境应力并作出相应的设计。     

Deflector Designs for Fish Habitat Restoration

Paired current deflectors are structures that are installed on each bank of a river to locally reduce the width of the channel, thereby creating flow acceleration and promoting scouring. These instream habitat structures have been used extensively in restoration projects to create pool habitat for fish, but there are many discrepancies in deflector design recommendations in terms of orientation, height, and length. Our objectives were to (1) examine how the angle, height, and length of paired deflectors affect scour hole dimensions and potential for bank erosion; and (2) test the applicability to paired deflectors of existing equations for scour hole depth and volume. Three deflector angles (45°, 90°, and 135°), two deflector heights (with flow under and over the deflector height), and two lengths (reducing the width by 25% and 50%) were investigated using uniform sand in a laboratory flume. Results showed a 26–30% smaller scour depth resulting from 45° deflectors than from 90° deflectors and a 5–10% smaller scour depth for 135° deflectors compared to 90° deflectors. The volume of scour and the potential for bank erosion were greater when flow was under the height of the deflectors rather than overtopping and when the length of deflector was increased. When flow was under the deflector height, 135° deflectors had the highest amount of bank erosion; whereas during overtopping flow conditions, 90° deflectors had the greatest bank erosion potential. Values predicted by the model of Kuhnle and others were closest to observed scour depth and volume measurements. The assumption that upstream-oriented deflectors always generate the largest scour should be revised.