La investigación sobre participación de los adolescentes y jóvenes en Colombia

Terstriep and Stall (1969) used the RRL model and the Chicago (Tholin and Keifer, 1960) method on three urban catchments. The simulated and observed hydrographs at the catchment outlet were compared for 39 storm events. Both models had simulated peak discharge, time to peak discharge and runoff volume satisfactorily.

Papadakis and Preul (1972) tested the Chicago method, UCUR and SWMM in three case studies. By using suitable parameter values from the available manuals, the runoff

hydrographs were computed. The results showed that UCUR and SWMM produced almost the same results, but the Chicago method gave lower peak and lower recession limb than the other two. The times to peak discharge from the three methods were the same. Aitken (1975) applied the Deterministic Rational method (DRM), the Statistical Rational method (SRM), RRL and the Laurenson Runoff Routing model (LRR) to several gauged urban catchments in Sydney, Melbourne, Brisbane, Adelaide and Canberra. The models were already discussed previously except the LRR model, which is almost similar to RORB. From the results of this study, it was found that the DRM and RRL methods were satisfactory to compute peak discharge for sewer systems of relatively small areas and that the error range for peak discharge was -19% to +21%.

Aitken (1975) reviewed each model and the following conclusions were made:

a) the SRM was shown to have considerable merit when applied to data for Melbourne, but results were inaccurate in the case of high rainfall intensity or when applied to large catchments,

b) the RRL was found to be a very convenient and accurate design tool where design rainfalls were of comparatively low intensities,

c) for large urban catchments where the areal variation of catchment rainfall was significant, it was shown that the LRR model reproduced the observed hydrographs satisfactorily, and

d) a mathematical model of the rainfall-runoff process was required for urban catchments in Australia.

Vale et al. (1986) applied the ILSAX and SWMM models for Fishers Ghost Creek and the Bunnerong stormwater channel gauge catchment at Morouba (Australia). The major objective of the study was to assess the accuracy of SWMM in modelling runoff and to determine suitability of SWMM as a general model for stormwater drainage system design and analysis. ILSAX was taken as the benchmark. The SWMM model was applied to 13 storm events of Fishers Ghost Creek catchment, while both SWMM and ILSAX models were applied to 12 storm events of Bunnerong stormwater channel. Both models were not calibrated. Depression storages were taken as 1 mm for impervious areas and 5 mm for

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pervious areas. The simpler Horton model was used to model infiltration loss, using infiltration curves developed by Terstriep and Stall (1974) for ILLUDAS (Terstriep and Stall, 1974). Appropriate infiltration curves were selected for the soil types of the catchments and the antecedent moisture conditions. Antecedent moisture conditions were estimated using the total rainfall for the 5 days preceding the storm as given in the ILSAX manual (O’Loughlin, 1993). The Bunnerong stormwater channel results showed marked differences between calculated and recorded runoff volumes and peak flow rates from both models. From the comparison of hydrographs of the Bunnerong stormwater channel, it was seen that the ILSAX results were better than those of SWMM.

The Pressurised ILLUDAS Backwater Simulator - PIBS (Chiang and Bedient, 1986) is a modified version of the original ILLUDAS model. PIBS can model both surcharged conditions in pipes and variable tailwater levels. A comparison was made by Chiang and Bedient (1986) between PIBS and EXTRAN (of SWMM). A 53-piped system, which drains the 0.77 km2 area of Texas Medical Centre, was selected for the comparison. Simulated hydrographs from PIBS and EXTRAN showed that there was good agreement between the simulated outflow hydrographs, which meant that the capabilities of both PIBS and EXTRAN in term of modelling both surcharge and variable tail water conditions are equal.

Kemp (1994) applied RAFTS (WP Software, 1991), RORB (Laurenson and Mein, 1990) and ILSAX models to two urban catchments, namely Algate Creek and Frederick Street catchments in Australia to examine the performance of these three models. The results showed that all models showed marked differences between recorded and calculated runoff volumes. This suggests that there was either an error in rainfall and/or flow measurements, or an error in simulating the rainfall excess in models. No model was superior to the others.

Ball (1987a) compared the predicted hydrographs from ILSAX, SWMM (EXTRAN block) and PIPENET (Ball, 1987b) models, which use different techniques for modelling hydraulics of free surface and pressurised flow in pipe networks. PIPENET is similar to SWMM, but deals only with the hydraulic component of an urban drainage system. It was developed to determine the propagation of hydrograph through an urban drainage network

consisting of pipes and manholes. Three hypothetical pipe networks were considered under conditions of both pressurised and free surface flow regimes. Discharge hydrographs predicted by each model at the downstream end of each pipe network were computed using assumed inflow hydrographs at the upstream inlets. Results of the study showed that a truncation of the discharge hydrograph occurred whenever ILSAX was used to route pressurised flows. This effect was not shown in SWMM or PIPENET, as they explicitly modelled the pressurised flow conditions. Additionally, the ILSAX model did not model flow reversals, while the other two models were capable of simulating this effect.