STUDY OF THE DRAINAGE NETWORK OF LA RIERETA URBAN BASIN, SANT BOI DE LLOBREGAT, SPAIN Team Nº 4: Matías Imhoff mati_imhoff@hotmail.com Argentina Vivian Souza vivian.quito@poli.ufrj.br Brazil Enzo Vergini enzovergini82@hotmail.com Argentina Carlos Sciolo scioli18@hotmail.com Argentina
Introduction The project to develop consists on the implementation of rehabilitation measures, analysis of flooding, or analysis of residual flows on the drainage network of La Riereta’s urban basin, located at the old town of Sant Boi de Llobregat. In order to realize the mentioned actions, a hydrological ‐ hydraulic model of the basin must be elaborated, using the SWMM 5.0 software as a tool.
Objectives Propose rehabilitation measures and obtain specific General General Objetive analysis (flooding, residual flows) on La Riereta’s drainage Objetive network. Discretization of the basin Determination of the effective rain Determination of drainage network’s roughness coefficients Particular Particular Calibration and validation of the hydrological ‐ hydraulic Objetive Objetive model of La Riereta Changes and/or modifications to the network or basin, in order to fulfill requirements of hydraulic operativity Continued simulations of time series Analysis of residual flows and security levels of the network.
Location Sant Boi de Llobregat
Description of the urban basin Sant Boi de Llobregat is located in the metropolitan area of Barcelona, in Barcelona province, Cataluña.
Methodology of the work Steps : 1. Discretization of the basin; 2. Calculate and/or estimate the important parameter for SWMM 5.0 (Impermeable area, curve number, characteristic width W, Manning numbers) for each sub basin; 3. Using the IDF curves for a rain with for 10 years of recurrence and 1 hour of duration.; 4.Introduce all the data on SWMM model; 5.Calibrate the basin using two of the rain given; 6.Evaluate the basin under the effect of the rain with 10 years of recurrence and 1 hour of duration; 7.Evaluate the basin under the effect of the rain with 10 years of recurrence and 1 hour of duration; 8.Evaluation of the net under an annual temporal series of rainfall. Determinate the frequency of flooding, inundation volume, etc; 9.Finish the evaluation of the net under an annual temporal series of rainfall; 10.Write the final report; 11.Preparation of final presentation;
Data of the model 14 sub basins with areas varying between 0.628 and 1.776 ha; 11 points of convergence and one flow control point used for calibration, located on the street Rutlla;
Data of the model The characteristics of the sub ‐ basins Area W= Area Imp Nodo lengh t Level Level Slope (2.Sk)L Subcatchment down (2 ‐ Sk) % upstrea strea [m 2 ] [ha] total % Output [m] m m % [m] 1 12985 1.299 7.48 100 8 181.7 19.675 15.432 2.34 1.70 308.89 2 11232 1.123 6.47 100 8 252.6 25.277 15.432 3.90 1.20 303.12 3 6284 0.628 3.62 100 54 109.8 19.459 17.221 2.04 2.00 219.60 4 14131 1.413 8.14 100 52 174.6 25.536 19.459 3.48 1.80 314.28 5 8115 0.812 4.68 100 52 201.2 25.897 19.459 3.20 2.00 402.40 6 8796 0.880 5.07 100 52 134.27 25.073 19.459 4.18 2.00 268.54 7 8236 0.824 4.75 100 70 154.8 37.544 33.327 2.72 1.70 263.16 8 14835 1.484 8.55 100 70 207.9 39.425 32.496 3.33 1.60 332.64 9 16514 1.651 9.52 100 48 248.1 32.962 25.178 3.14 1.80 446.58 10 17756 1.776 10.23 100 48 230.9 31.542 25.073 2.80 1.80 415.62 11 6796 0.680 3.92 100 48 110 26.427 25.073 1.23 2.00 220.00 12 10441 1.044 6.02 100 77 160.2 37.508 32.54 3.10 2.00 320.40 13 11534 1.153 6.65 100 36 165.3 32.496 25.58 4.18 1.90 314.07 14 14330 1.433 8.26 100 48 113.8 26.427 25.58 0.74 1.80 204.84
Data of the model The characteristics of the conduits Nodo Level TN Botton length Section Diameter Inpunt Output Inpunt Output Inpunt Output [m] [m] 8 9 15.432 14.758 13.132 12.895 46.00 circular 1.20 50 8 16.198 15.432 13.575 13.132 52.70 circular 1.20 54 50 17.221 16.198 14.166 13.575 36.00 circular 1.00 52 54 19.459 17.221 15.459 14.166 109.80 circular 1.00 48 52 24.777 19.459 20.070 15.459 134.27 circular 1.00 31 48 25.909 24.777 22.509 20.070 64.70 circular 0.60 33 31 26.427 25.909 23.327 22.509 52.38 circular 0.40 36 33 25.580 26.427 23.980 23.327 112.49 circular 0.30 75 36 30.000 25.580 29.150 23.980 84.58 circular 0.50 77 75 32.540 30.000 31.440 29.150 77.00 circular 0.50 70 75 32.496 30.000 30.896 29.150 106.15 circular 0.50
Configuration of the model
Events for calibration and validation Team 4 : Santa Cecilia, Elias and Martina. Determination of precipitation effective . 0.6 1 0.9 0.5 0.8 0.7 0.4 Prec inc [mm] Prec inc [mm] 0.6 0.3 0.5 0.4 0.2 Santa 0.3 0.2 0.1 0.1 Cecilia 0 0 1 1 6 6 11 11 16 Effective Precipitation 21 16 Effective Precipitation Time (min) 26 31 Total Precipitation Time (min) 36 Total Precipitation 41 Elias 0.4 0.35 0.3 0.25 Prec [mm] 0.2 0.15 0.1 0.05 0 1 6 11 16 21 26 31 36 41 46 51 56 Martina 61 66 71 Effective Precipitation 76 Time (min) 81 86 Effective Precipitation 91 96 Total Precipitation
Calibration of the model Santa Cecilia was assigned to calibration and the other two events for validation. Santa Cecilia Validation
Calibration of the model Hydrograph Measured Calculated Error % characteristics Peak Flow 1 (m3/s) 0.306 0.310 ‐ 1.3 Time of Peak (min) 32 31 Volume (m3) 215.4 201 6.7 Santa Cecilia Validation
Validation Elias was assigned to calibration and the other two events for validation.
Validation Hydrograph Measured Calculated Error % characteristics Peak Flow 1 (m³/s) 0.349 0.350 ‐ 0.3 Time of Peak (min) 10 8 Volume (m³) 203.34 237 14.2 Elias
Validation Martina Validation
Validation Hydrograph Measured Calculated Error % characteristics Peak Flow 1 (m3/s) 0.161 0.230 ‐ 42.9 Time of Peak (min) 92 88 Volume (m3) 386 387 0.3 Martina Validation
Design storm Storm with recurrence of 10 years; Duration of 1 hour and 5 minutes time step; IDF Barcelona ‐ Fabra family of curves ;
Diagnosis of the drainage network Total rainfall(T=10 years): 59.06 mm; Effective rainfall: 54.06 mm; Total volume : 8775 m³, 6,699 m³ being recorded at the outlet of the basin and 2086 m3 output network, to the street through the wells;
Diagnosis of the drainage network The maximum outflow, of the drainage network, occurs 24 minutes after the rain started, generating a flow of 5.972 m3/s. The flow hydrograph to the exit of the basin is presented below.
Diagnosis of the drainage network It is extremely interesting to verify if there is flow running out of the drainage network; in order to do it, a review of “Node flooding summary”: 6 out of 11 wells had flooding;
Diagnosis of the drainage network
Diagnosis of the drainage network 7 out of 11 conduits considered for the network worked under pressure, however only 1 for more than 10 minutes.
Diagnosis of the drainage network About the velocities, on 4 out of 12 conduits, velocities greater than 4.5 m/s were observed, which can cause deteriorating of the conduits. The maximum observed value was 5.82 m/s on conduit 54 ‐ 50.
Security Level Evacuation of Sewage System RETURN Internal No. NODES No. NODES No. PERIOD Outflow FLOODING SUERCHARGE CONDUIT (AGES) (m³) SUERCHARGE 10 2086 6 7 7 5 1573 6 7 7 2 1023 3 7 7 1 646 2 5 4 0.5 332 2 3 3 0.25 98 1 1 2
Security Level Evacuation of Sewage System
Security Level Evacuation of Sewage System RETURN Internal No. NODES No. NODES No. PERIOD Outflow FLOODING SUERCHARGE CONDUIT (AGES) (m3) SUERCHARGE 0.5 332 1 2 2 0.25 98 0 0 0
Continuous Simulation T he o bje c tive o f re alizing a c o ntinuo us simulatio n c o nsists in analyzing the drainag e ne two rk fo r a 3-ye ar pe rio d. Evaporacion Media [mm] Meses Mensual Diaria Jan 20.16 0.65 Feb 28.32 1.01 T he c o ntinuo us simulatio n has be e n re alize d with rain data re g iste re d Mar 50.5 1.63 o n the study zo ne fo r the pe rio d be twe e n 1986 o f 1988 ye ar . I Apr 77.18 2.57 n this pe rio d o f time , 168 e ve nts o f pre c ipitatio n have be e n re g iste re d, May 105 3.39 whic h was take n with a time ste p o f 5 minute s. I Jun 133.01 n suc h pre c ipitatio ns, 4.43 lo sse s e quivale nt to 5 mm/ h we re disc o unte d. Suc h value is fro m the Jul 136.07 4.39 c alibratio n o f the mo de l. Ac c o rding to this, o nly 103 generated runoff in Aug 110.46 3.56 c atc hme nt Sep 77.23 2.57 Oct 43.67 1.41 Nov 23.25 0.78 Dic 16.41 0.53
Continuous Simulation o sse s fo r e vapo ratio n; the infiltratio n and/ o r sto rag e T o tal pre c ipitatio n L did no t be c o nside re d
Continuous Simulation Report Statistic: Rank event 10 most intensity of precipitation
Continuous Simulation Report Statistic: Rank event 10 most total of precipitation
Continuous Simulation Report Statistic: Rank event 10 most duration of precipitation
Continuous Simulation Report Statistic: Rank event 10 most peak of flow
Continuous Simulation Report Statistic: Rank event 10 most duration of flow
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