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Water quality regulations are always expanding especially in the field of water quality monitoring; however, threats to our water distribution systems still remain. Components of water distribution systems are susceptible to intentional and accidental contamination; therefore, they represent highly vulnerable aspects of our vital infrastructure. An analysis was performed on a city in California with a population of 30,000 to 40,000 residents. The analysis is performed to determine the optimal locations of monitoring stations throughout the water distribution system. The method presented by Liu and colleagues (Liu et al, 2012) selects the optimal monitoring locations for the virtual California city using the Demand Coverage Index (DCI) method. In order to study small scale systems which are typically more vulnerable to tampering, the method attempts to use the virtual city to show the effectiveness of the DCI method and how it can be implemented on smaller water distribution systems (WDS). The analysis results lay out a number of monitoring stations that should be used to prevent a large scale contamination event from occurring. The number of monitoring stations will vary depending on funding for water infrastructure and coverage requirements. The results represent an outline for improving the effectiveness of the monitoring capabilities in the WDS. The monitoring stations increase the resilience of the WDS from potential terrorist sabotage and mitigate potential outbreaks due to microorganisms, pipeline leaks, or hazardous chemicals entering the WDS.

Developments that have been taking place on Cal Poly campus over the years have altered the natural hydrology of the area. Stormwater management practices could help reduce the impacts of these developments. Computer models can help to design effective and economical stormwater management solutions at a watershed scale. As such, the objective of this study was to develop a stormwater management model for Cal Poly campus. The model was developed based on the utility data obtained from the university and other watershed data available from open sources. Field surveys were conducted to address some anomalies in the utility data, and streamflow monitoring was performed. The model was calibrated using the streamflow data measured during this study. The calibration effort significantly improved the prediction accuracy of the model. The calibrated model was then used to analyze the hydrologic performance of implementing LID systems for two projects that Cal Poly plans to build. Permeable Pavements (PPs) and Bioretention Cells (BRCs) were the LID types examined. The LIDs were evaluated based on peak flow and runoff volume reductions they would achieve. The potential reductions were compared for current conditions and the proposed project if LIDs were implemented, and for inflows to the LIDs and outflows from the LIDs. The results indicate that implementing a PP system for the proposed student apartment at the current H-1 and R-1 parking lots and a BRC system for the proposed engineering project facilities at the current H-2 parking lots will significantly reduce peak flow and runoff volume. Overall, the developed model will help the university with the traditional stormwater management practices such as flood control and to identify effective LID practices for future developments. Limitations of the current model and recommendations on how to improve the model are also discussed.

Hydrological and hydraulic effects of urban development is one of the key issues of study for improved water management. The addition of impervious surfaces to once pervious land and re-routing open channels and flow paths can cause flooding or declining water levels within a watershed. Many studies of these issues have found that there can be multiple factors causing hydrological and hydraulic impacts, and it can be hard to analyze and develop effective solutions without appropriate drainage software packages. However, there are multiple software packages available for use, and determining the correct one to use for a specific challenge can often be a case by case decision. This study compares two drainage software packages: Autodesk Storm and Sanitary Analysis (SSA), and the Army Corps of Engineers Hydrologic Modeling System (HEC-HMS). Each of these software packages are used to create a model of the Andrée Clark Bird Refuge in Santa Barbara, CA. The models analyze both current conditions and anticipated system response under the assumption that historical runoff from a previously re-routed creek and corresponding watershed are restored. Each model was used to determine the minimum cumulative rainfall that causes circulation of the water body, a maximum cumulative rainfall that causes flooding on site, and response under both routing scenarios to a 2-year frequency storm. Results from both models are compared for uniformity, and application of each model is reviewed for its efficacy as a design tool for this sort of hydrological and hydraulic analysis.

The Morro Bay Watershed, which is located inSan Luis Obispo County,California, covers more than 48,000 acres of land and discharges intoMorroBaythrough the Morro Bay National Estuary (MBNE). The Chorro Creek Subwatershed consists of approximately 30,000 acres of the overall watershed. The MBNE provides an ecosystem that supports a variety of wildlife from the common sea gull to the endangered sea otter. The estuary is also home to over 200 species of birds. The operational waterfront of theMorroBayHarborwas and continues to be a strong supporter to the local economy of the City of Morro Bay. Numerous studies were conducted since the 1990s throughout the watershed to study the sedimentation of the estuary and bay and identified accelerated erosion and subsequent sedimentation as a major threat to sustainability of the bay. As a result, various Best Management Practices (BMPs) were implemented in the watershed to reduce sediment loading and transport to the bay. Localized evaluations of various BMPs have been performed to investigate effectiveness of individual BMPs. This paper consolidates this information and develops a comprehensive spatially distributed watershed simulation model (1) for detailed understanding of the erosion and sedimentation processes in the watershed; (2) to evaluate a watershed scale effectiveness of the conservation practices that were installed in the watershed; (3) to identify optimal BMP types and sites that may be used in the future to further reduce sedimentation of the bay at minimal cost; (4) to organize and document the various sources of data and studies that have been performed to date in the Chorro Creek subwatershed. Soil and Water Assessment Tool (SWAT) was used to develop the model and to evaluate the pre- and post-BMP implementation characteristics in the subwatershed. Combining the data and efforts of past BMP evaluations, land use, soil type, climate data, and streamflow data, statistical evaluations, and model sensitivity analysis will help build and calibrate a robust SWAT model that can be used to track BMP evaluation efforts, as well as other watershed management tasks. Through the evaluation of BMPs in the watershed, efforts can be made to implement the more successful BMPs in the watershed or in other similar watersheds. Sensitivity analysis was performed using a global sensitivity analysis method and streamflow and sediment yield was calibrated using the Shuffled Complex Evolution-University ofArizona.

The primary motivation of this study is to estimate the current and future flood hazard throughout the Sacramento-San Joaquin Delta in the context of sea-level rise. I also analyzed the effects of storm surge and river flow on extreme events to better understand how these events originate and vary spatially and in time. To address this goal, I combined digital water level records (primarily 1983-present) with archival data collected by the California Department of Water Resources (1929-1983) to reevaluate flood hazard in the Delta and investigate the possible sensitivity of the region different sea-level rise projections. Available archival records from 8 stations were digitized and quality assured, producing a length of record that approximately doubles previously available data. The records were then analyzed using the Generalized Extreme Value (GEV) and Generalized Pareto distributions (GPD). Additionally, the contribution of storm surge and river flow to water level events at each station was assessed using a regression approach. Finally, the impact of future sea-level rise on the 1-, 10-, 100-, and 500-year return period water level was assessed through 2150, using recently published sea-level rise projections. Results show that the total water level (tides + storm surge + river flow) during the 100-year event increases by roughly 0.5m between San Francisco and interior Delta stations such as Rio Vista and Venice Island. For present-day sea-levels, the 100y event increased from 2.59 meters at San Francisco to 3.08 meters at Rio Vista (river-km 100from the Golden Gate), using the GPD approach (relative to NAVD-88). Further upstream, river influence becomes an increasingly important component of high-water events. At Walnut Grove (river-km 123), more than 80% of high-water events were forced by river flow, as estimated by the Net Delta Outflow Index (on average). The water level caused by river flow was significantly higher than coastal surge, and the 100y event was estimated to be 4.71 meters (NAVD-88). Confidence intervals and uncertainty in the flood hazard increases as stations become more influenced by river flow, likely because river flow is more variable from year-to-year than the combination of coastal tides and storm surge. The largest high-water events measured in the Delta typically receive a larger contribution from river flow than smaller high-water events. Interestingly, GEV and GPD results are consistent with an earlier assessment of flood hazard in the Delta from the 1970s. Results show that future flood hazard is likely to be significantly influenced by sea-level rise, particularly in the western Delta region which is more coastally influenced. Under the assumption that sea-level rise will linearly add to existing flood hazard, I find that the 100-year event could reach 4.09 meters at San Francisco and 6.21 meters at Walnut Grove by the end of the century, under the “Intermediate-High” sea-level rise scenario. Based on available flood datums, the first flood stage datum may get exceeded once every 10 years by 2150, under the Intermediate scenario. However, since much of the interior Delta is subsiding, individual locations may reach actionable hazard levels earlier. More analysis with sea-level rise, changing precipitation patterns, and vertical land motion should be done to increase the accuracy of projected flood hazards.

The wave field in the Baltic Sea has been modelled for a two-year period with the spectral wave model HYPAS. There is a large seasonal variation in the field and a minor annual one, both reflect the wind variation in the area. Since the Baltic Sea is fetch limited, the dominant wind direction is important for the maximum wave heights. By studying the modelled wave energy density in combination with bottom type maps, the effect of the wave field on the sediment surface is examined. Up to half the bottoms in the Baltic Sea are affected ~25% of the time. A statistical relation between wave energy density and bottom types is found for the Gulf of Riga, but in the rest of the area the sediment maps were to coarse. It is, due to this, not possible to say if the result is valid for the whole area or if it is site specific. During resuspension events the remineralisation is increased since deposited organic material is reintroduced into the watermass and there exposed to higher levels of oxygen. This process could act as an increased regional source of nitrogen in nutrient budgets and thus influence the conditions for nitrogen fixation and perhaps explain some of the geographical differences in the nitrogen fixation rates.

The primary motivation of this study is to analyze the 1D-2DH hydrodynamic model of the San Francisco Bay and Sacramento-San Joaquin Delta (SFBD) outlined in Nederhoff et al. (2021). I compared model water level data to 70 tidal records from the National Oceanic and Atmospheric Association (NOAA), the United States Geological Survey (USGS), the California Data Exchange Center (CDEC), and from local municipalities throughout the Bay Area to investigate how the model captures water levels and tidal constituent amplitudes. While the Nederhoff et al (2017) model analyzed an extended time period from 1950-2019, I analyzed M2 amplitude and tidal water levels for the water year of 2017 (WY2017) with a larger dataset that extended into the Sacramento-San Joaquin Delta. Because WY2017 was a high river flow year for the Sacramento Delta, the model was able to be evaluated throughout a large range of flow regimes. I used harmonic analysis through the MATLAB package UTide (Codiga et al. 2011) to assess the model’s ability to replicate M2 amplitudes. I assessed the error for these M2 values as well as for tidal water levels. The average RMSE for M2 amplitude is 0.111 m across the entire model domain during WY2017, performing fairly consistent throughout the model. The one exception being the shallow and complex Grizzly Bay, which performed significantly worse, with RMSE values around 0.5 m. The model better replicated water levels in the 2DH grid representation of the San Francisco Bay ( Attempts to improve the model were mostly unsuccessful. I tried to increase the grid resolution at the Carquinez Strait to improve tidal propagation upstream, but altering the grid caused the coupling between the 2DH grid and 1D network to detach. This prevented the propagation of water flow in either direction at the coupling near Collinsville. The software required to fix this coupling was non-standard and unavailable for my usage, so I was unable to resolve the issue. I also attempted to create a new wind forcing file using in-situ data rather than the ERA5 reanalysis. This new wind forcing made negligible difference in water level and M2 model skill. An experiment in removing river flow showed that riverine impacts on elevating extreme water levels only have effects (>0.05 m) east of the Carquinez Strait. Extreme water levels west of this point in the San Pablo, Central, and South Bays are dominated by tides, storm surge, and to a lesser extent local wind. A decrease in tidal amplitude by river flow potentially decreases flood risk in some parts of the Bay during times of high outflow from the Sacramento-San Joaquin Delta. I also investigated maximum equilibrium effects of constant wind in the two prevailing wind directions (southerly and westerly) of the San Francisco Bay. The wind setup effect become more prominent (>0.05 m) at and above a steady 10 m/s in both directions. This study also showed that wind likely exerts a small influence on tidal properties, especially for winds greater than 10 m/s.

<p>Low Impact Development (LID) practices have been increasingly used to mitigate the adverse impacts of urbanization. Reliable methods are in need to provide hydrologic performance assessment of different types of LID practices. The purpose of this thesis is to develop a set of analytical models which can be used to assist the planning and design of commonly used structural LID practices such as green roofs, rain gardens, bioretention and permeable pavement systems.</p> <p>The analytical LID models are derived on the basis of exponential probability density functions (PDF) of local rainfall characteristics and mathematical representations of the hydraulic and hydrologic processes occurring in association with the operation of LID practices. Exponential PDFs are found to provide good fits to the histograms of rainfall characteristics of five cities located in different climatic zones. The mathematical representations are all physically based and most of the input parameters used in these representations are the same as those required in commonly used numerical models.</p> <p>The overall reliability of the analytical LID models are tested by comparing the results from these analytical models with results determined from long-term continuous simulations, in addition to that the accuracy of the analytical model for green roofs is also verified against observations from a real case study. The long-term rainfall data from the five cities and a variety of LID practice design configurations are used in the comparisons. The relative differences between the results calculated using the analytical LID models and the results determined from corresponding SWMM simulations are all less than 10%.</p> <p>The Howard’s conservative assumption is adopted in the development of the analytical models for rain gardens and permeable pavement systems. This assumption results in conservative estimations of the stormwater management performances of these LID practices. Instead of adopting the Howard’s conservative assumption, an approximate expected value of the surface depression water content of a bioretention system at the end of a random rainfall event [denoted as ] is derived and used in the development of the analytical model for bioretention systems. The use of is proven to be advantageous over the use of the Howard’s conservative assumption.</p> <p>The analytical LID models are comprised of closed-form mathematical expressions. The application of them can be easy and efficient as illustrated in the application examples. For a specific location of interest, with a goodness-of-fit examination of the exponential PDFs to local rainfall data and verification of the accuracy of the analytical LID models, these models can be used as a convenient planning, design, and management tool for LID practices.</p> / Doctor of Philosophy (PhD)