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Sewer System Rehabilitation Project of a Urban Basin using EPA SWMM 5.0 Remediation measures on sewerage system De Giorgis, Juan Alberto (1) Rezende, Osvaldo (2) FICH – Universidad Nacional del Litoral (1) COPPE /UFRJ – Universidade Federal do Rio de Janeiro(2)
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De Giorgis, Juan Alberto Rezende, Osvaldo Moura Methodology Presentation of the study basin Discretization and definition of model parameters Calibration & Validation Effective rain determination Diagnostic of actual drainage capacity Interventions on network drainage proposal Conclusions and Recommendations
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De Giorgis, Juan Alberto Rezende, Osvaldo Moura Principal Objective Sewer system rehabilitation measures propouses without modification of the network drainage design
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De Giorgis, Juan Alberto Rezende, Osvaldo Moura La Riereta Basin – Sant Boi de Llobregat Drainage Area: 18 Ha High percentage of impervious areas High averege surface slopes Combined sewer system Conduits with circular seccion Material: concrete
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De Giorgis, Juan Alberto Rezende, Osvaldo Moura Discretization of the basin Discretization of the basin in 17 subcatchment
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Model parameters Sub-catchment Nodes Conduits Rain De Giorgis, Juan Alberto Rezende, Osvaldo Moura
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De Giorgis, Juan Alberto Rezende, Osvaldo Moura
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De Giorgis, Juan Alberto Rezende, Osvaldo Moura Calibration & Validation The model was calibrated with Santa Cecilia event and validated with Elias and Martina events.
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De Giorgis, Juan Alberto Rezende, Osvaldo Moura Validation Elias Event and Martina Event
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De Giorgis, Juan Alberto Rezende, Osvaldo Moura Sensitivity Analysis Ccc Roughness ducts (n c ), impermeable surface roughness of the basin (n i ), and runoff width (W).
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De Giorgis, Juan Alberto Rezende, Osvaldo Moura Effective rain determination The effective rain was designed subtracting a cte rate from hietograph (i = 3.0mm/h). It can be done because the basin has a very high percentage of impervious surface.
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De Giorgis, Juan Alberto Rezende, Osvaldo Moura Project Rain TR = 10 anos – D = 1 hour – IDF Barcelona - Fabra
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De Giorgis, Juan Alberto Rezende, Osvaldo Moura Diagnostic of actual drainage capacity Links with over-capacity Flooding volume 2974 m 3 Peak flow = 3.792 m 3 / s v max < 8 m 3 /s v min > 0.5 m 3 /s
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De Giorgis, Juan Alberto Rezende, Osvaldo Moura Interventions on network drainage proposal Alternative 1 – simple shift of conduits
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De Giorgis, Juan Alberto Rezende, Osvaldo Moura Alternative 1 – Profile results
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De Giorgis, Juan Alberto Rezende, Osvaldo Moura Interventions on network drainage proposal Alternative 2 – shift of conduits - Retangular
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De Giorgis, Juan Alberto Rezende, Osvaldo Moura Alternative 2 – Results Profile
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De Giorgis, Juan Alberto Rezende, Osvaldo Moura Interventions on network drainage proposal Alternative 3 – Parallel Drainage line
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De Giorgis, Juan Alberto Rezende, Osvaldo Moura Alternative 3 – Profile Results
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De Giorgis, Juan Alberto Rezende, Osvaldo Moura Conclusions and Recommendations As shown above, all 3 alternative are effective in terms of hydraulics efficiency. Alternatives 2 and 3 require a greater investment than alternative 1 Need of further evaluation in terms of structural, operational and environmental issues to achieve an integrated rehabilitation plan. How can this intervention affect downstream? Q project = 5.048 = 1.33Q actual
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De Giorgis, Juan Alberto Rezende, Osvaldo Moura Muchas Gracias!!! Muito Obrigado!!! Thank you all....
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