To adapt to climate change which results in increasing flood frequency and intensity, the European Community has proposed Flood Directive 2007/60/EC. It requires member states to conduct risk assessments of all river basins and coastal areas and to establish Flood Risk Management Plans focused on prevention, protection and preparedness by 2015. Sustainable Flood Retention Basins (SFRB) that impound water are a new concept that arose in 2006. They can have a pre-defined or potential role in flood defense and were supposed to facilitate the implementation of the Flood Directive. Early and preliminary studies of SFRB were derived from case studies in Southern Baden, Germany. In Scotland, there are a relatively high number of SFRB which could contribute to flood management control. This research aimed to produce a guidance manual for the rapid survey of SFRB and to propose a series of frameworks for comprehensive analysis and assessment of SFRB. Precisely 372 SFRB in central Scotland and 202 SFRB in Southern Baden were investigated and characterized by 43 holistic variables. Based on this practical experience, a detailed guidance manual was created, guiding users to conduct a SFRB survey in a standardized and straightforward way. To explore the hidden data structure of data arising from the SFRB survey, various widely used machine learning algorithms and geo-statistical techniques were applied. For instance, cluster analysis showed intrinsic groupings of SFRB data, assisting with SFRB categorization. Principal Component Analysis (PCA) was applied to reduce the dimensions of SFRB data from the original 43 to 23, simplifying the SFRB system. Self-organizing Maps (SOM) visualized the relationships among variables and predicted certain variables as well as the types of SFRB by using the highly related variables. Three feature-selection techniques (Information Gain, Mutual Information and Relief) and four benchmark classifiers (Support Vector Machine, K-Nearest Neighbours, C4.5 Decision Tree and Naive Bayes) were used to select and verify the optimal subset of variables, respectively. Findings indicated that only nine important variables were required to accurately classify SFRB. Three popular multi-label classifiers (Multi-Label Support Vector Machine (MLSVM), Multi-Label K-Nearest Neighbour (MLKNN) and Back- Propagation for Multi-Label Learning (BP-MLL)) were applied to classify SFRB with multiple types. Experiments demonstrated that the classification framework achieved promising results and outperformed traditional single-label classifiers. Ordinary Kriging was used to estimate the spatial properties of the flood-related variables across the research area, while Disjunctive kriging was used to assess the probability of these individual variables exceeding specific management thresholds. The results provided decision makers with an effective tool for spatial planning of flood risk management. To assess dam failure hazards and risks of SFRB, a rapid screening tool was proposed based on expert judgement. It demonstrated that the levels of Dam Failure Hazard and Dam Failure Risk varied for different SFRB types and in different regions of central Scotland. In all, this thesis provided a guidance manual for rapid survey of SFRB and presented various effective, efficient and comprehensive frameworks for SFRB analysis and assessment, helping to promote the understanding and management of SFRB and thus to contribute to Flood Risk Management Plans in the context of the Flood Directive.

The research project described in this dissertation studies the modelling techniques employed for the Mlazi River in the context of flood analysis and flood forecasting in order to model flood inundation. These techniques are applicable to an environment where there is uncertainty due to a lack of historical input data for calibration and validation purposes. This uncertainty is best explained by understanding the process and data required to model flood inundation. In order to model flood inundation in real time, forecasted flood flows would be required as input to a hydraulic river model used for simulating flood inundation levels. During this process, forecasted flood flows would be obtained from a flood-forecasting model that would need to be calibrated and validated. The calibration process would require historical rainfall data correlating with streamflow data and subsequently, the validation process would require real time streamflow data. In the context of the Mlazi Catchment, there are only two stream gauges located in the upper subcatchments. Although these stream gauges have recorded data for 20 years, the streamflow data does not correlate with disaggregated daily rainfall data, of which there are records for at least 40 years. Therefore it would be difficult to develop the forecasting model based on the rainfall and streamflow data available. In this instance, a more realistic approach to modelling flood inundation involved the integration of GIS technology, a physically based hydrological model for flood analysis, a conceptual forecasting model for real time forecasting and a hydraulic model for computation of inundation levels. The integration of modelling techniques are better explained by categorising the process into three phases: Phase 1 Desktop catchment modelling: A continuous, physically based simulation model (HEC-HMS Model) was set up using GIS technology. The model applied the SCS-UH method for the estimation of peak discharges. Synthetic hyetographs for various recurrence intervals were used as input to the model. A sensitivity analysis was implemented and subsequently the HEC-HMS model was calibrated against output SCS-UH method and peak discharges simulated. The synthetic hyetographs together with results from the HEC-HMS model were used for validation of the Mlazi Meta Model (MMM) used for real time flood forecasting. Phase 2 Implementation of the Inundation Model: The hydraulic model (HEC-RAS) was created using a Digital Elevation Model (DEM). A field survey was conducted for the purpose of capturing the roughness coefficients and hydraulic structures, which were incorporated into the model and also for the confirmation of the terrain cross sections from the DEM. Flow data for the computation of levels of inundation were obtained from the HEC-HMS model. The levels of inundation for the natural channel of Mlazi River were simulated using the one dimensional steady state analysis, whereas for the canal overbank areas, simulation was conducted for unsteady state conditions. Phase 3 Creation of the Mlazi Meta Model (MMM): The MMM used for real time flood forecasting is a linear catchment model which consists of a semi-distributed three reservoir cell model (Pegram and Sinclair, 2002). The MMM parameters were initially adjusted using the HEC-HMS model so that it became representative of the Mlazi catchment. This approach sounds unreasonable because a model is being validated by another model but it gave the best initial estimate of the parameters rather than using trial and error. The MMM will be further updated using record radar data and streamflow data once all structures have been put in place. The confidence in the applicability of the HEC-HMS model is based on the intensive efforts applied in setting it up. Furthermore, the output results from the calibrated HEC-HMS model were compared with other reliable methods of computing design peak discharges and also validated with frequency analysis conducted on one of the subcatchments. / Thesis (M.Sc.)-University of Natal, Durban,2003.

Hydro-synoptic analysis of floods on Berounka basin This thesis she aims to analyze the meteorological causes of floods, a database foundation flood situation and determine the potential effect of Šumava and Brdy flow of flood wave in Beroun. Overall, the relatively high impact of floods in Beroun have Úhlava (Šumava flow) and Klabava (Brdy flow). We can say that closer ties to the Šumava streams. Undoubtedly contributes to the shape of the basin after Serrated profile Plzen - Bílá Hora. Analysis of the meteorological causes of observed recurrent selected weather situations, but the most extreme floods (1978.1981, 2002) were caused by both type C. A detailed examination of the flood flows in the basin was prepared Berounka bank flood episodes. Keywords: Flood, the flood wave, basin Berounka, causal situation, hydro-synoptic analysis.

La connaissance de l’aléa inondation est un enjeu croissant pour la gestion du risque inondation. En France, afin de répondre à la demande des pouvoirs publics de cartographier les zones inondables, la cartographie hydrogéomorphologique émerge. Cette approche naturaliste, développée durant les années 1980, se propagea dans une large partie du Sud de la France. Aujourd’hui, la cartographie hydrogéomorphologique est une méthode reconnue pour sa fiabilité, mais elle stagne en termes d’applications et de développement dans de nouveaux territoires. Afin d’améliorer la connaissance de la prise en compte de la cartographie hydrogéomorphologique dans un cadre règlementaire, une analyse de 282 PPRI a été menée. Cette analyse a permis de dégager les modalités de prise en compte de la cartographie hydrogéomorphologique, mais également d’émettre des hypothèses sur les raisons de leur développement. La réalisation de MNZI (Modèle Numériques de Zones Inondables) sur des cours d’eau français et canadiens, a permis de mettre en avant l’adaptabilité de la cartographie hydrogéomorphologique à des contextes physiques différents, mais aussi d’apporter une réponse à la demande de prise en compte de cartographie de crue extrême de la Directive Inondation. L’évolution cartographique proposée dans ce travail comprend une réflexion autour de la légende des AZI, mais aussi sur le concept de cartographie positive. A travers les aspects cartographiques, règlementaires et géomorphologiques abordés, nous finissons par proposer un modèle de développement de la cartographie hydrogéomorphologique. / Flood hazard knowledge is increasingly becoming critical in flood risk management. The hydrogeomorphological mapping emerged in France, aiming to provide authorities with floodplain cartography. That naturalistic approach, developed in the 1980 decade, spread through the South of France. Today, the hydrogeomorphological mapping is widely recognized for its reliability. Though, it stagnates in terms of applications and development in new territories. The analysis of 282 PPRI (Flood Risk Prevention Plans) was performed in order to assess the extent of usage of hydrogeomorphological mapping in flood risk regulatory framework. That analysis highlighted how hydrogeomorphological mapping is used in the French flood risk management. NMFP (Numerical Model of Floodplain) production on French and Canadian rivers showed how the hydrogeomorphological interpretation could be adaptable to different physical contexts. It also answers to the European “Floods Directive” that asks for an extreme flood mapping. The cartographic evolution proposed in this research particularly includes AZI (Floodplains maps) legend simplification. It also makes proposals on a flood risk “positive mapping” of. Through cartographic, regulatory and geomorphologic aspects, this research finally proposes a development model applicable to hydrogeomorphological mapping.

This thesis discusses the relationship between the population endangered by floods and the funds allocated to flood control measures in the Ústí nad Labem Region in the drainage basin of the Ohře and Elbe rivers, the general characteristics of flood control issues in the Czech Republic and particularly in the Ústí nad Labem Region, as well as other parameters that impact flood issues. In order to achieve its objectives, this dissertation utilised data collection and general theoretical and data file processing methods. A significant step was the application of two-dimensional statistical analyses, specifically regressive and correlation analyses. Another selected method was SWOT analysis. Solving the described research problems was associated with the process of verifying the following hypotheses: Hypothesis H1: The statistical dependence between the number of endangered inhabitants and the amount of funds for flood protection is based on linear regression. This hypothesis was confirmed, and the benefit of the confirmation of the hypothesis is also the determination of the significant role of the number of endangered inhabitants in ascertaining the amount of funds for flood control measures. Hypothesis H2: The statistical dependence between the number of the endangered inhabitants and the amount of funds for flood control measures is based on a strong positive correlation. This hypothesis was partially confirmed. A positive correlation was proved, though only a weak one rather than the expected strong correlation. This result indicates the necessity of not ignoring the examination of all parameters that affect approaches to the protection of the population in the municipalities. The verification of hypotheses H1 and H2 and the performance of a SWOT analysis made it possible to make other partial conclusions as well. Although the dissertation discussed floods at the Q100 limit, floods that correspond to level Q10 were proved to occur most frequently in the Ústí nad Labem Region. It is also for this reason that many flood control measures in the municipalities in this region are based on this finding. The flood control measures implemented at levels Q20-Q100 seem to be adequate.

Robust Flood Risk Analysis (FRA) is essential for effective flood risk management. The performance of any flood defence assets will heavily influence the estimate of an area's flood risk. It is therefore critical that the probability of a coastal flood defence asset incurring a structural failure when subjected to a particular loading i.e. its fragility is accurately quantified. The fragility representations of coastal defence assets presently adopted in UK National FRA (NaFRA) suffer three pertinent limitations. Firstly, assumptions relating to the modelling of the dependence structure of the variables that comprise the hydraulic load, including the water level, wave height and period, are restricted to a single loading variable. Consequently, due to the "system wide" nature of the analysis, a defence's conditional failure probability must also be expressed in terms of a single loading in the form of a fragility curve. For coastal defences the single loading is the overtopping discharge, an amalgamation of these basic loading variables. The prevalence of other failure initiation mechanisms may vary considerably for combinations of the basic loadings which give rise to equal overtopping discharges. Hence the univariate nature of the existing representations potentially restricts their ability to accurately assess an asset's structural vulnerability. Secondly, they only consider failure at least partially initiated through overtopping and thus neglect other pertinent initiation mechanisms acting in its absence. Thirdly, fragility representations have been derived for 61 generic assets (idealised forms of the defences found around the UK coast) each in five possible states of repair. The fragility representation associated with the generic asset and its state of repair deemed to most closely resemble a particular defence is adopted to describe its fragility. Any disparity in the parameters which influence the defence's structural vulnerability in the generic form of the asset and those observed in the field are also likely to further reduce the robustness of the existing fragility representations. In NaFRA coastal flood defence assets are broadly classified as vertical walls, beaches and embankments. The latter are typically found in sheltered locations where failure is water level driven and hence expressing failure probability conditionally on overtopping is admissible. Therefore new fragility representations for vertical wall and gravel beach assets which address the limitations of those presently adopted in NaFRA are derived. To achieve this aim it was necessary to propose new procedures for extracting information on the site and structural parameters characterising a defence's structural vulnerability from relevant resources (predominately beach profiles). In addition novel statistical approaches were put forward for capturing the uncertainties in the parameters on the basis of the site specific data obtained after implementation of the aforementioned procedures. A preliminary validation demonstrated the apparent reliability of these approaches. The pertinent initiation mechanisms behind the structural failure of each asset type were then identified before the state-of-the-art models for predicting the prevalence of these mechanisms during an event were evaluated. The Obhrai et al. (2008) re-formulation of the Bradbury (2000) barrier inertia model, which encapsulates all of the initiating mechanisms behind the structural failure of a beach, was reasoned as a more appropriate model for predicting the breach of a beach than that adopted in NaFRA. Failure initiated exclusively at the toe of a seawall was explicitly accounted for in the new formulations of the fragility representations using the predictors for sand and shingle beaches derived by Sutherland et al. (2007) and Powell & Lowe (1994). In order to assess whether the new formulations warrant a place in future FRAs they were derived for the relevant assets in Lyme Bay (UK). The inclusion of site specific information in the derivation of fragility representations resulted in a several orders of magnitude change in the Annual Failure Probabilities (AFPs) of the vertical wall assets. The assets deemed most vulnerable were amongst those assigned the lowest AFPs in the existing analysis. The site specific data indicated that the crest elevations assumed in NaFRA are reliable. Hence it appears the more accurate specification of asset geometry and in particular the inclusion of the beach elevation in the immediate vicinity of the structure in the overtopping calculation is responsible for the changes. The AFP was zero for many of the walls (≈ 77%) indicating other mechanism(s) occurring in the absence of any overtopping are likely to be responsible for failure. Toe scour was found to be the dominant failure mechanism at all of the assets at which it was considered a plausible cause of breach. Increases of at least an order of magnitude upon the AFP after the inclusion of site specific information in the fragility representations were observed at ≈ 86% of the walls. The AFPs assigned by the new site specific multivariate fragility representations to the beach assets were positively correlated with those prescribed by the existing representations. However, once the new representations were adopted there was substantially more variability in AFPs of the beach assets which had previously been deemed to be in identical states of repair. As part of the work, the new and existing fragility representations were validated at assets which had experienced failure or near-failure in the recent past, using the hydraulic loading conditions recorded during the event. No appraisal of the reliability of the new representations for beaches was possible due to an absence of any such events within Lyme Bay. Their AFPs suggest that armed with more information about an asset's geometry the new formulations are able to provide a more robust description of a beach's structural vulnerability. The results of the validation as well as the magnitude of the AFPs assigned by the new representations on the basis of field data suggest that the newly proposed representations provide the more realistic description of the structural vulnerability of seawalls. Any final conclusions regarding the robustness of the representations must be deferred until more failure data becomes available. The trade-off for the potentially more robust description of an asset's structural vulnerability was a substantial increase in the time required for the newly derived fragility representations to compute the failure probability associated with a hydraulic loading event. To combat this increase, (multivariate) generic versions of the new representations were derived using the structural specific data from the assets within Lyme Bay. Although there was generally good agreement in the failure probabilities assigned to the individual hydraulic loading events by the new generic representations there was evidence of systematic error. This error has the potential to bias flood risk estimates and thus requires investigation before the new generic representations are included in future FRAs. Given the disparity in the estimated structural vulnerability of the assets according to the existing fragility curves and the site-specific multivariate representations the new generic representations are likely to be more reliable than the existing fragility curves.

Achieving resilient outcomes in the water sector is an area of emerging policy and research focus in light of a combination of threats such as climate change, increasing demand, urbanisation, and population growth. Consequences of these threats require that in order to achieve these resilient outcomes, urban water management socio-technical systems require various interventions at different levels. This includes the water user level and highlights the need for greater understanding of households in implementing coping interventions to address extreme system failures of drought and flooding. A combination of methodological approaches, data collection and analytical methods have been used to develop detailed understanding of water service user perceptions and intentions towards drought and flood coping in order to engender action for resilient water management at the household and community levels. Practitioner interviews have provided insight into core issues of household and community level participatory approaches for addressing drought and flood resilience. These include cross-cutting themes relating to modes of communication and engagement, the influence of past experience, empowerment, and the influence of social networks. Results of a questionnaire survey within the framework of Protection Motivation Theory facilitated understanding of the linkages among threat, consequences, and coping intentions. The most significant indicators of behavioural intentions were the perceived effectiveness of coping response measures, consequences of drought or flooding, and costs. These variables were significant in defining sub-groups at three different decision-stages after Trans-theoretical Model. Households were at early decision stages with regards to flood coping, namely `Pre-contemplative' and `Contemplative'. Pre-contemplatives had low behavioural intentions and were driven by low efficacy and low consequences. Contemplatives had low-medium intentions, expected either that cost would be a limiting factor, measures ineffective, or consequences too low to warrant action. `Responsives', only found in relation to drought coping, had already implemented several coping measures. Despite low drought consequences, cost was not a limiting factor and measures were perceived to be effective, illustrating the potential for increased household drought coping or more sustainable water use practices. This study provides important baseline data on household perceptions and intentions to cope with droughts and floods not yet widely explored in the UK. The innovative use of cluster analysis to identify and explore decision-stages provides methodological contributions to the literature. Finally, the thesis has led to the development of an assessment and decision framework to promote action towards resilient water management at the household and community levels. This framework is the basis of a toolkit that was co-created with communities and practitioners with the outcome of communities developing action plans to address the consequences of drought and flooding.

在中国，绝大多数煤矿事故主要是由煤矿瓦斯和煤矿突水造成。统计数据显示，目前煤矿水灾引起的直接经济损失已经排在了所有煤矿灾害之前，煤矿水灾已经日益成为最危险的一种煤矿灾害。现阶段在煤矿完全方面主要目标就是尽量减少发生煤矿瓦斯爆炸和水灾的隐患。因此，对于预防和处理煤矿水灾来说，设计一种快速且准确的煤矿水灾的风险评价方法是非常急需的。传统的风险评价方法需要进行大量的广泛的地质调查来寻找地表裂隙等引起煤矿水灾的分险源。这些裂隙主要是因为地面形变造成，这种地面形变在煤矿区一般是由于地下采矿活动或者煤火造成塌陷引起的，或者两者共同作用引起的。一般情况下，煤矿区地处偏远，高海拔，不宜居住的地方，尤其是有煤火的地方，更加不易进行全面地调查。因此，我们认为使用卫星遥感数据对煤矿区大范围周期性的监测，并及时提取与煤矿水灾相关的信息进行风险分析的方法相对与传统方式来说更为便捷，更为及时。经过对乌达煤矿区的野外调查，我们确定了一些会引起乌达煤矿水灾的致灾因素，例如煤火，剥挖坑，渣堆等特有的因素。 / 本论文提出一个利用遥感，地理信息技术以及水文模型相结合的煤矿区水灾分险评估模型。在这个模型中，首先根据地质和水文数据确定了14个引起该地区水灾灾害的主要影响因素。通过野外调查，专家组一致认为降雨，特别是大暴雨，剥挖坑和地表裂隙是乌达煤矿区最重要的几个因素。分析野外调查成果，可以发现煤火和沉降与试验区地表裂隙有着正相关性。因此在这个模型中，引入煤火和沉降信息来代替实际地表裂隙情况。煤火和沉降信息可以通过多种遥感数据获得。在获得所有致灾因素的信息后，结合专家组的意见，通过层次分析法（AHP）来建立致灾因素的层次并通过成对比较矩阵计算各个致灾因素的权重。最后，通过模型计算得到最终的煤矿区风险评估图。本文得到的结果与神华（北京）遥感勘查有限责任公司实地调查后形成的风险评估图进行对比，结果显示风险分布基本相同。本文也探讨了可能造成两者差异的原因。最后，针对某一高风险区进行实地的钻孔和地震探测验证，结果显示该地区的致灾因素特征明显，具备高风险特性。 / 验证结果表明，本文提出的方法是具有可操作性的且准确高效，具有一定的煤矿水灾预测作用。我们希望该方法通过进一步的改进，能够应用到实际的煤矿水灾风险评价预测中去。 / In China, coal mine accidents were mainly caused by gas and water inrush. Recently, the direct economic loss caused by coal mine flood has been ranked the first among all kinds of coal mine disasters. Reducing water inrush accidents become the main direction and aiming of coal mine security control. From the statistics of coal mine disasters, we learned that the coal mine flood disasters have become the most dangerous mine disaster. There is, therefore, an urgent need to design and provide a coal mine flood risk assessment timely and accurately for mine companies to prevent and deal with the coal mine flood. Traditional approaches investigate the geological condition and find out the exactly numbers and width of fissures caused by coal mining or coal fires burnt. However, the shortcomings of these methods are time consuming, difficult to repeat, and costly to apply over large areas, especially, for many coal mine area located in isolated region, high up in the mountains, in dense forests, and other inhospitable terrains. Hence the use of GIS technology and remote sensing data, particularly satellite remote sensing with a capability of repeated observation of the earth surface, was considered as a very effective approach to detect, analyze and monitor information of mine flood in coal mine area over a large areas. / In this research a risk assessment model was proposed to assess the mine flood risk in Wuda coal mine area using RS, GIS techniques and basic hydrological model. First of all, we analyzed the major factors causing coal mine flood in Wuda coal field, based on the geological and hydrological data. According to the investigated material and the experiences from geologists and coal mining experts, four main criteria including water sources, surface condition, water conductors and water containers as well as fourteen factors were selected to participate the assessment, among which, rainfall, stripping digging pits and fissures were considered as the three main factors to cause mine flood in Wuda coal mine area. The rainfall and sinks information were easily to derive. However, the fissures information was difficult to obtain. Based on the analysis of investigation, the positive correlation between fissures and coal fires or subsidence was obtained. Therefore, the coal fire factor and ground subsidence factor were imported to indicate the fissures information. Then, a method for deriving these impact factors was proposed for coal mine flood risk assessment model. After obtaining the all factors related information, the weights of these factors were calculated by pair-wise comparison method, which depend on the specialists’ opinions. A risk assessment analysis approach based on AHP was created for combining these factors and calculating the results. / Finally, based on the result from risk assessment model, a risk assessment indication map was generated using GIS software. By comparing our assessment result with the Wuda coal flood risk map from Shenhua Group, we noticed that the distribution and levels of coal mine flood risk are similar. Some other auxiliary techniques, for instance, the geological drilling and geological radar detection, were used to validate the result of our study. These techniques also proved the final result is reasonable and acceptable. After the investigation and evaluation, some conclusions and suggestions, were proposed for coal mine companies to avoid or reduce the risk from coal mine flood. / The results indicate that the methodology is effective and practical; thus, it has the potential to forecast the ood risk for coal mine ood risk management. Therefore, it can be used as a final risk assessment model for mine flooding in coal fire area. In the future, we will conduct such risk analysis to mitigate the impact from coal mine flood disasters. / Detailed summary in vernacular field only. / Detailed summary in vernacular field only. / Detailed summary in vernacular field only. / Wang, Shengxiao. / Thesis (Ph.D.)--Chinese University of Hong Kong, 2013. / Includes bibliographical references (leaves 162-174). / Electronic reproduction. Hong Kong : Chinese University of Hong Kong, [2012] System requirements: Adobe Acrobat Reader. Available via World Wide Web. / Abstracts also in Chinese. / Abstract --- p.i / TABLE OF CONTENT --- p.vi / LIST OF TABLES --- p.ix / LIST OF FIGURES --- p.x / Acknowledgements --- p.xiii / Chapter 1. --- Introduction --- p.1 / Chapter 1.1 --- Coal mine disasters in China --- p.1 / Chapter 1.2 --- Coal mine flood in China --- p.4 / Chapter 1.3 --- Background of Wuda coal mine area --- p.6 / Chapter 1.4 --- Research objectives --- p.9 / Chapter 1.5 --- Structure of the thesis --- p.11 / Chapter 2. --- Background --- p.12 / Chapter 2.1 --- Coal mine flood --- p.12 / Chapter 2.1.1 --- Classification of coal mine flood --- p.12 / Chapter 2.1.2 --- Current rescuing situation of coal mine flood --- p.13 / Chapter 2.2 --- The Longwall coal mining --- p.14 / Chapter 2.3 --- Coal mining Subsidence --- p.19 / Chapter 2.3.1 --- Subsidence Mechanisms --- p.19 / Chapter 2.3.2 --- Subsidence and Fissures --- p.20 / Chapter 2.3.3 --- Previous investigations --- p.22 / Chapter 2.4 --- Coal fire and fissures --- p.24 / Chapter 2.4.1 --- Definition and Classification --- p.24 / Chapter 2.4.2 --- Combustionmechanism --- p.27 / Chapter 2.4.3 --- Production of coal fire - Minerals and Burnt rock --- p.29 / Chapter 2.4.4 --- Ground temperature related to the coal fire --- p.31 / Chapter 2.4.5 --- Fissures caused by Coal fire --- p.32 / Chapter 2.4.6 --- Detecting Coal Fires Using Remote Sensing --- p.34 / Chapter 2.5 --- Assessment methods review --- p.37 / Chapter 3. --- Description of the study areas & data sets --- p.39 / Chapter 3.1 --- Study area --- p.39 / Chapter 3.2 --- Geography --- p.40 / Chapter 3.2.1 --- Geographical position --- p.40 / Chapter 3.2.2 --- Climate --- p.41 / Chapter 3.3 --- Geology --- p.42 / Chapter 3.3.1 --- Geology structure --- p.42 / Chapter 3.3.2 --- The stratigraphy of coal --- p.43 / Chapter 3.4 --- Hydrology --- p.46 / Chapter 3.4.1 --- Hydrogeological characteristics --- p.46 / Chapter 3.4.2 --- Surface hydrological characteristics --- p.46 / Chapter 3.5 --- Three major coal mine overviews of the assessment area --- p.48 / Chapter 3.5.1 --- Suhaitu coal mine --- p.48 / Chapter 3.5.2 --- Huangbaici coal --- p.51 / Chapter 3.5.3 --- Wuhushan coal --- p.53 / Chapter 3.6 --- Data available --- p.55 / Chapter 3.6.1 --- Data available for this research --- p.55 / Chapter 3.6.2 --- Collection materials and data for reference --- p.55 / Chapter 4. --- Investigation and Analysis of Risk Factors --- p.57 / Chapter 4.1 --- Currentstatus of Wuda Coalfield --- p.57 / Chapter 4.2 --- Water source --- p.58 / Chapter 4.2.1 --- Rain fall --- p.58 / Chapter 4.3 --- Surface Condition --- p.59 / Chapter 4.3.1 --- Flood ditches and surfacerunoff --- p.59 / Chapter 4.3.2 --- Stripping digging pits --- p.61 / Chapter 4.3.3 --- Slag heap --- p.67 / Chapter 4.3.4 --- Water yield of three main coal mine --- p.71 / Chapter 4.4 --- Water conductors investigation --- p.72 / Chapter 4.4.1 --- Faults --- p.73 / Chapter 4.4.2 --- Fissures investigation --- p.75 / Chapter 4.4.3 --- Investigation and analysis of fissures --- p.81 / Chapter 4.4.4 --- Abandoned tunnel and (illegal) private coal mine --- p.83 / Chapter 4.4.5 --- Subsurface Detection- Geological radar --- p.84 / Chapter 5. --- Methodology and Information acquisition --- p.87 / Chapter 5.1 --- Evaluation Index System --- p.87 / Chapter 5.1.1 --- Methodologies in Establishing the Evaluation Index System --- p.87 / Chapter 5.1.2 --- Principles for Establishing Evaluation Index System --- p.88 / Chapter 5.1.3 --- Method in Establishing Evaluation Index System --- p.89 / Chapter 5.1.4 --- Flow chart --- p.90 / Chapter 5.2 --- Storm Rainfall Design --- p.91 / Chapter 5.3 --- Drainage network and fill sinks extraction --- p.94 / Chapter 5.3.1 --- Surfacerunoff model --- p.94 / Chapter 5.3.2 --- Fill Sinks (peaks) --- p.96 / Chapter 5.3.3 --- Flow Direction --- p.97 / Chapter 5.3.4 --- Flow accumulation --- p.98 / Chapter 5.4 --- Traditional methods of derived Fissures area and depth --- p.101 / Chapter 5.5 --- The method of obtaining coal fire information --- p.103 / Chapter 5.5.1 --- Remote sensing data --- p.105 / Chapter 5.5.2 --- Land use classification --- p.105 / Chapter 5.5.3 --- Temperatureretrieval based on TM/ETM+ --- p.107 / Chapter 5.5.4 --- Results of coal fire retrieval --- p.110 / Chapter 5.6 --- The method of obtaining coal mine subsidence area --- p.113 / Chapter 5.7 --- Illegal private coal mine detecting --- p.115 / Chapter 5.8 --- The Analytic Hierarchy Process (AHP) --- p.118 / Chapter 5.8.1 --- Introduction of AHP --- p.118 / Chapter 5.8.2 --- The procedure of AHP --- p.120 / Chapter 6. --- Evaluation and validation --- p.122 / Chapter 6.1 --- Workflow --- p.122 / Chapter 6.2 --- Develop a decision hierarchy structure --- p.122 / Chapter 6.2.1 --- Choosing evaluation indicator --- p.123 / Chapter 6.3 --- Weights distribution --- p.124 / Chapter 6.3.1 --- Establishment of comparison matrix --- p.125 / Chapter 6.3.2 --- Weight Calculation and Consistency Check --- p.127 / Chapter 6.3.3 --- Global weight calculation and global consistency check --- p.131 / Chapter 6.4 --- Data Preparation and Classification --- p.133 / Chapter 6.4.1 --- Rainfall classification --- p.134 / Chapter 6.4.2 --- Classification of surface condition --- p.135 / Chapter 6.4.3 --- Classification of conductor --- p.138 / Chapter 6.5 --- Result of Factor weight overlay --- p.140 / Chapter 6.4.1. --- Results --- p.140 / Chapter 6.4.2 --- Compare with Risk Map from Shenhua Group --- p.143 / Chapter 6.4.3 --- Fieldwork Validation --- p.145 / Chapter 7. --- Conclusions and suggestions --- p.150 / Chapter 7.1 --- Results and conclusions --- p.150 / Chapter 7.2 --- Eliminate potentialdangerous source --- p.152 / Chapter 7.3 --- Flood prevention measures recommended --- p.153 / Chapter 7.3.1 --- Mainly measures for flood prevention --- p.154 / Chapter 7.3.2 --- General prevention and control of surface water --- p.155 / Chapter 7.3.3 --- Establish mechanisms and systems to prevent coal mine flood --- p.156 / Chapter 7.3.4 --- Strengthen the basic work to prevent coal mine accidents --- p.158 / Chapter 7.3.5 --- Investigation and remediation work to prevent coal mine accidents --- p.159 / Chapter 7.4 --- Future work --- p.160 / References --- p.162

Syftet med studien är att undersöka hur processor-, minnesanvändning och responstid påverkas vid en Distributed Denial-of-Service (DDoS) attack av typen TCP SYN-Flood. För att testa detta används metoderna Baseline (utan SYN-Cookies), Mod_Evasive, Suricata samt SYN-Cookies. Delar av resultatet går att jämföra med tidigare forskning vad beträffar metoden SYN-Cookies med processoranvändning och responstid, för övriga metoder har det ej gått att hitta någon forskning som påvisar resursanvändning och responstid över tid. Studien kan hjälpa organisationer och myndigheter att göra ett informerat val av skydd mot en TCP SYN-Flood-attack beträffande processor-, minnesanvändning och responstid. Resultaten av studien visar att Mod_Evasive använder lägst processor-, minnesanvändning och har lägst responstid av skyddsmetoderna.

This document presents a sketch of the engineering and legal considerations necessary to implement a distributed storage flood mitigation system in Iowa. This document first presents the results of a simulation done to assess the advantages of active storage reservoirs over passive reservoirs for flood mitigation. Next, this paper considers how forecasts improve the operation of a single reservoir in preventing floods. After demonstrating the effectiveness of accurate forecasts on a single active storage reservoir, this thesis moves on to a discussion of distributed storage with the idea that the advantages of active reservoirs with accurate forecasting could be applied to the distributed storage system. The analysis of distributed storage begins with a determination of suitable locations for reservoirs in the Clear Creek Watershed, near Coralville, Iowa, using two separate algorithms. The first algorithm selected the reservoirs based on the highest average reservoir depth, while the second located reservoirs based on maximizing the storage in two specific travel bands within the watershed. This paper also discusses the results of a land cover analysis on the reservoirs, determining that, based on the land cover inundated, several reservoirs would cause too much damage to be practical. The ultimate goal of a distributed storage system is to use the reservoirs to protect an urban area from significant flood damage. For this thesis, the Clear Creek data were extrapolated to the Cedar River basin with the intention to evaluate the feasibility and gain a rough approximation of the requirements for a distributed storage system to protect Cedar Rapids. Discussion then centered on an approximation of the distributed storage system that could have prevented the catastrophic Flood of 2008 in Cedar Rapids. There is significant potential for a distributed storage system to be a cost effective way of protecting Cedar Rapids from future flooding on the scale of the Flood of 2008. However, more analysis is needed to more accurately determine the costs and benefits of a distributed storage system in the Cedar River basin. This paper also recommends that a large scale distributed storage system should be controlled by an entity be created within the Iowa Department of Natural Resources. A smaller distributed storage system could be managed by a soil and water conservation subdistrict. Iowa allows for condemnation of the land needed for the gate structures and the flowage easements necessary to build and operate a distributed storage system. Finally, this paper discusses the environmental law concerns with a distributed storage system, particularly the Clean Water Act requirement for a National Pollutant Discharge Elimination System permit.