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)
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
De Giorgis, Juan Alberto Rezende, Osvaldo Moura Principal Objective Sewer system rehabilitation measures propouses without modification of the network drainage design
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
De Giorgis, Juan Alberto Rezende, Osvaldo Moura Discretization of the basin Discretization of the basin in 17 subcatchment
Model parameters Sub-catchment Nodes Conduits Rain De Giorgis, Juan Alberto Rezende, Osvaldo Moura
De Giorgis, Juan Alberto Rezende, Osvaldo Moura
De Giorgis, Juan Alberto Rezende, Osvaldo Moura Calibration & Validation The model was calibrated with Santa Cecilia event and validated with Elias and Martina events.
De Giorgis, Juan Alberto Rezende, Osvaldo Moura Validation Elias Event and Martina Event
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).
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.
De Giorgis, Juan Alberto Rezende, Osvaldo Moura Project Rain TR = 10 anos – D = 1 hour – IDF Barcelona - Fabra
De Giorgis, Juan Alberto Rezende, Osvaldo Moura Diagnostic of actual drainage capacity Links with over-capacity Flooding volume 2974 m 3 Peak flow = m 3 / s v max < 8 m 3 /s v min > 0.5 m 3 /s
De Giorgis, Juan Alberto Rezende, Osvaldo Moura Interventions on network drainage proposal Alternative 1 – simple shift of conduits
De Giorgis, Juan Alberto Rezende, Osvaldo Moura Alternative 1 – Profile results
De Giorgis, Juan Alberto Rezende, Osvaldo Moura Interventions on network drainage proposal Alternative 2 – shift of conduits - Retangular
De Giorgis, Juan Alberto Rezende, Osvaldo Moura Alternative 2 – Results Profile
De Giorgis, Juan Alberto Rezende, Osvaldo Moura Interventions on network drainage proposal Alternative 3 – Parallel Drainage line
De Giorgis, Juan Alberto Rezende, Osvaldo Moura Alternative 3 – Profile Results
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 = = 1.33Q actual
De Giorgis, Juan Alberto Rezende, Osvaldo Moura Muchas Gracias!!! Muito Obrigado!!! Thank you all....