STUDY OF THE DRAINAGE NETWORK OF LA RIERETA URBAN BASIN, SANT BOI DE - - PowerPoint PPT Presentation

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 analysis (flooding, residual flows) on La Riereta’s drainage network.

General General Objetive Objetive Particular Particular Objetive Objetive

• Discretization of the basin
• Determination of the effective rain
• Determination of drainage network’s roughness coefficients
• Calibration and validation of the hydrological‐hydraulic

model of La Riereta

• Changes and/or modifications to the network or basin, in
• rder 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

Subcatchment Area Area Imp Nodo lenght Level Level Slope (2‐Sk) W= (2.Sk)L [m2] [ha] % total % Output [m] upstrea m down strea 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

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

The characteristics of the conduits

Configuration of the model

Events for calibration and validation

1 6 11 16 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1 Prec inc [mm] Time (min) Effective Precipitation Total Precipitation

1 6 11 16 21 26 31 36 41 46 51 56 61 66 71 76 81 86 91 96 Effective Precipitation 0.05 0.1 0.15 0.2 0.25 0.3 0.35 0.4 Prec [mm] Time (min) Effective Precipitation Total Precipitation

Team 4 : Santa Cecilia, Elias and Martina. Determination of precipitation effective .

1 6 11 16 21 26 31 36 41 0.1 0.2 0.3 0.4 0.5 0.6 Prec inc [mm] Time (min) Effective Precipitation Total Precipitation

Elias Martina Santa Cecilia

Calibration of the model

Santa Cecilia Validation

Santa Cecilia was assigned to calibration and the other two events for validation.

Santa Cecilia Validation

Hydrograph characteristics Measured Calculated Error % Peak Flow 1 (m3/s) 0.306 0.310 ‐1.3 Time of Peak (min) 32 31 Volume (m3) 215.4 201 6.7

Calibration of the model

Elias was assigned to calibration and the other two events for validation.

Validation

Hydrograph characteristics Measured Calculated Error % Peak Flow 1 (m³/s) 0.349 0.350 ‐0.3 Time of Peak (min) 10 8 Volume (m³) 203.34 237 14.2

Validation

Elias

Validation

Martina Validation

Validation

Martina Validation

Hydrograph characteristics Measured Calculated Error % Peak Flow 1 (m3/s) 0.161 0.230 ‐42.9 Time of Peak (min) 92 88 Volume (m3) 386 387 0.3

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

• bserved, 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

T he c o ntinuo us simulatio n has be e n re alize d with rain data re g iste re d

• n the study zo ne fo r the pe rio d be twe e n 1986 o f 1988 ye ar. I

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, whic h was take n with a time ste p o f 5 minute s. I n suc h pre c ipitatio ns, lo sse s e quivale nt to 5 mm/ h we re disc o unte d. Suc h value is fro m the c alibratio n o f the mo de l. Ac c o rding to this, o nly 103 generated runoff in c atc hme nt

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.

Meses Evaporacion Media [mm] Mensual Diaria Jan 20.16 0.65 Feb 28.32 1.01 Mar 50.5 1.63 Apr 77.18 2.57 May 105 3.39 Jun 133.01 4.43 Jul 136.07 4.39 Aug 110.46 3.56 Sep 77.23 2.57 Oct 43.67 1.41 Nov 23.25 0.78 Dic 16.41 0.53

Continuous Simulation

T

• tal pre c ipitatio n L
• sse s fo r e vapo ratio n; the infiltratio n and/ o r sto rag e

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

Continuous Simulation

Report Statistic: Rank event 10 most peak of flooding

Continuous Simulation

Report Statistic: Rank event 10 most duration of flooding

Analysis statistic

Analyzing the pre se nte d table s we se e that the e ve nts o f majo r inte nsity c o rre spo nd with tho se o f majo r c audal pe ak and o f flo o ding . But no ne o f the m g e ne rate the majo r duratio ns o f flo o d o r

• ve rlo ad o f the ne two rk. T

his I finalize this o ne re late d to the duratio n and quantity o f rainfall and no t with the inte nsity. With this analysis we c an infe r that the size s o f the c o nduits to me asure he r the inte nsity o f rain affe c ts but fo r the de sig n o f the sto rag e s pro bably to the re be mo re de te rminant the duratio n and quantity o f pre c ipitate d wate r With this analysis we c an infe r that the size s o f the c o nduits to me asure he r the inte nsity o f rain affe c ts but fo r the de sig n o f the sto rag e s pro bably to the re be mas de te rminant the duratio n and quantity o f pre c ipitate d wate r

CONCLUSION

• T

he are a o f analysis in this study is the urban wate rshe d o f L a Rie re ta, lo c ate d in the o ld munic ipality o f Sant Bo i de L lo bre g at,

• c c upying an are a o f appro ximate ly 16.3 ha.
• F

ro m the standpo int o f urban drainag e , o ne o f the main fe ature s o f the site is its hig h rate o f wate rpro o fing whic h c ause s a sig nific ant inc re ase in sto rmwate r runo ff. T he pro ble m is c o mpo unde d if o ne c o nside rs the c urre nt state o f the se we r.

• A to tal o f 14 subwate rshe ds we re ide ntifie d, whe re the surfac e s are

be twe e n 0.628 to 1.776 ha.

• No c le ar de finitio n o f the urban wate rshe d, mainly in its so uthe ast

re g io n.

CONCLUSION

• Calibratio n and validatio n was ve ry g o o d re sults fo r the thre e

e ve nts. T he parame te r that adjuste d was the width W.

• Was a diag no sis o f e xisting se we rag e ne two rk de te rmining that the

same is ve ry c o mmitte d to c e rtain se c to rs, mainly in the so uth. No de s and duc ts we re ide ntifie d e nte ring c harg e , as we ll as the flo o de d re g io ns, duratio n and vo lume .

• T

he re spo nsive ne ss o f the basin is hig h, g ive n the ste e p slo pe o f so me se c tio ns and the hig h e xisting wate rpro o fing . Pe rme able are as c o rre spo nd to inne r c o urtyards and so me public g re e n spac e s.

CONCLUSION

• On No de 33 majo r flo o d o c c urs that lasts almo st all the rain. T

he pro ble m o c c urs be c ause the disc harg e flo w c o nduit has a ve ry limite d c apac ity. I n a sho rt time re ac he s its maximum c apac ity.

• We de ve lo pe d a c o ntinuo us SWMM simulatio n. With this analysis

we c an infe r that the size s o f the c o nduits to me asure he r the inte nsity o f rain affe c ts but fo r the de sig n o f the sto rag e s pro bably to the re be mas de te rminant the duratio n and quantity o f pre c ipitate d wate r

• We pro c e e de d to de te rmine the se c urity le ve ls o f the ne two rk

fro m a de sig n e ve nt. I t was de te rmine d that fo r a re c urre nc e le ss than o ne ye ar, the re are no de s and duc ts that run unde r lo ad.

TEAM 4

Muchas Gracias