Analisis Saluran Drainase di Pemukiman Padat Penduduk
Keywords:Drainage channels, flood discharge, log pearson type III, chi-square test, smotnov-kolmogorov test, rainfall intensity, rational method
Flooding is a common problem in society. Floods and puddles in densely populated areas often occur due to damage to drainage channels. Floods can also occur when conditions of high rainfall. The purpose of this research is to evaluate the causes of flooding and to analyze the capacity of the drainage channel for densely populated settlements on Lio Santa, Citamiyang Village, Sukabumi City. Cibareno. The rainfall used for this hydrological analysis is data on the 10-year return period, from 2011 to 2020. The topographic maps used were obtained from Balai PSDA Ws. Cisadea-Cibareno and land use maps from the Sukabumi City BAPPEDA service, processing topographic data using the software. AutoCAD and land use using ArcGIS software. Rain frequency analysis used is the Moment method, with a quantitative measure of the geometric system of the Normal distribution, Lognormal distribution, Gumbel distribution, and Log Pearson type III distribution. The results of the analysis show that the most suitable distribution uses the Log Pearson Type III distribution based on the compatibility of the Chi-Square and Smirnov-Kolmogorov tests. The calculation of the discharge intensity of the drainage channel plan uses the Rational Method of the 10-year return period equation method for channel size. The results of the design discharge analysis of the channel are obtained at Q_plan = 0.663 m³/s and the existing drainage capacity of the canal (b = 0.6m) and (h = 0.6m) is Q_existing = 0.454 m³/s. So the comparison of the discharge is obtained that the design discharge is greater than the existing Q_plan > Q_existing, so it is necessary to redesign the drainage system by increasing the dimensions of the drainage channel until the optimal capacity is obtained. The results of the drainage analysis are obtained (b = 1m) and (h = 1m) with a flow rate of Q_ accommodate= 0.786 m³/s and Q_plans= 0.663 m³/s so that the drainage canal is able to accommodate the planned discharge capacity of the 10-year return period. As for suggestions for other countermeasures that can be used in addition to changing the dimensions of the channel, namely by making a Water Infiltration System Building, because making infiltration wells is very suitable for making wells it does not take up a large area of land then the soil structure of residential areas that absorbs quickly is very adequate, it is known from the runoff coefficient (C) of 0.30.