The objective of the investigation is to carry out the flow routing in the natural channel of the experimental basin of the Ichu river, by means of the Artificial Intelligence technique of ANNs (Artificial Neural Networks). Generally, hydrological and hydraulic methods require different parameters of the river channel, while the ANNs method simplifies the amount of data. The study area is located in the experimental basin of the Ichu river, upstream of the city of Huancavelica in an area of 607 km 2 . A calibrated and validated model of the rain-runoff process was developed, with data recorded in 6 automatic meteorological stations (rainfall) and one hydrological station (runoff). The model HEC-1 was used to model the rain-runoff process and the Muskingun-Cunge method for the flood rounting, generating historical records for 5 stretches of the Ichu riverbed and obtaining 39 maximum historical records in the 2016 periods and 2017. The model obtained values of Nash-Sutcliffe efficiency coefficients (E) equal to 0.851 and 0.828 for the calibration and validation stage, respectively. The ANNs were built with different architectures to train and obtain the architecture that best fits the historical phenomena. Finally, the architecture 1-5-1 presented a better fit, whose statistical E was values of 0.881 and 0.859 in the training and validation stage respectively.

The aim of the study is to determine the performance of the regional agricultural drought prediction by the model of ANN (Artificial Neural Networks) type NARX, using the SPI (Standardized Precipitation Index), SPEI (Precipitation Index Standardized Evapotranspiration), VCI (Vegetation Condition Index) and GCI (Global Climate Indexes). There have been determined 10 homogeneous regions through RAF (regional frequency analysis) and L-moments, defining the most arid region and the index representing their respective time scale (SPEI 6 months) which responds to the growth and development of vegetation in the basin correlation Pearson equal to 0.58. Monthly rainfall and temperatures correspond to PISCO data prepared by SENAMHI-Peru, with space resolution of 0.05 degrees. For prediction, they have determined two groups, the first to build the model with 80% of the registration and validation of the model and the hypothesis with the remaining 20%. The results have been satisfactory prediction accepting the null hypothesis.

The research entitled, "Determination of the Real Dotation and Forecast of the Potable Water System in the Huancavelica city-Peru", has as objective to determine and analyze the actual endowment and prognosis of the drinking water system in the city of Huancavelica. The city of Huancavelica has a population of approximately 50,000.00 inhabitants and 10,680.00 users of drinking water and sewerage according to the source Companies Providing This Service, the same one that is located in the western chain and central saw range of Perú and belongs to a cold climate. The sample was extracted through Companies Providing This Service EMAPA Huancavelica SA (Anonymous Society), which corresponds to 1,296 data from the consumption of water in cubic meters of each dwelling located in the various categories of each sector. The results obtained from the research indicate that the category that consumed more water during the period 2004-2018 was the domestic category, the same one that had an average of 1,152,123 cubic meters, this is due to the population growth of each year. On the other side, the category that consumed the least water was the social category, the average consumption of which was 11,903.47 cubic meters. In addition, the greatest variability in water consumption is in the state category, the total variation being equal to 21.6%. In the Huancavelica city, water consumption has a growing trend and to predict the volume of drinking water consumption by 2030, water consumption was transformed by first differences, using the ARIMA (Autoregressive Integrated Moving Average) model for total consumption model (0-1-1) (2-0-0)-12 and for the domestic consumption the ARIMA model (0-1-2) (0-0-2)-12. On the other hand, water consumption was analyzed on a monthly basis in which there is greater variability for the months June-6 and December-12. It was taken into account for the calculation of the endowment the domestic consumption, having values ranging from 6.45 L/inhab/day until 1,460 L/inhab/day, which reflects a considerable variation to consider. The average value in the spring station is 109.44 L/inhab/day, in the summer station it is 116.93 L/inhab/day, in the autumn station it is 117.17 L/inhab/day and in the winter station it is 108.48 L/inhab/day. Also, the average minimum endowment equal to 7.66 L/inhab/day was obtained, the average maximum endowment is of 569.03 L/inhab/day and the actual endowment 113.01 L/inhab/day. Finally, it is concluded that the estimated average actual endowment for the Huancavelica city, that is to say, 113.01 L/inhab/day, is much less than that indicated in the Norma OS.100 of the Basic Considerations of Sanitary Infrastructure Design of the RNE (Reglamento Nacional de Edificaciones), the same one that mentions the endowment equal to 180 L/inhab/day for cold climates, which means a reduction of costs in the dimensioning of hydraulic structures and sanitation and drinking water works.

The HGM (Hydraulic Gradient Method), it is used in most of the current commercial software, such as EPANET, WaterCAD, MikeNet, among others, the same that corresponds to an iterative method that depends on initial estimated parameters and programming structures that ensure convergence to obtain results with the highest precision, in addition to this the method makes use of non-linear equation systems. Likewise, the execution time for large extensions of water distribution networks is considerably high. On the other hand, the PM (Perturbation Method), is a new direct solution method, which makes use of principles of quantum mechanics to transform nonlinear equations into simpler linear systems. Obtaining a simple and robust optimization method that only requires simple and direct mathematical processes. Using the MathCad and Python programming languages as a verification tool, multiple tests were carried out, the results for the hydraulic parameters showing that the flow rates and pressures obtained by the HGM and the PM are extremely similar, in the same way the execution time (time run) have been 77.09% favorable to the PM. In other words, the PM presents efficiency to estimate the hydraulic characteristics such as the pressures at the nodes and the velocities in the pipes of the drinking water distribution networks.

In this research work, an optimization of the design of steel structures is developed through Genetic Algorithms (Gas) with the objective of reducing the amount of material and with them the cost, for which the programming of the GAs tool in the Fortran programming language with the SAP2000 Application Programming Interface (API) v.19 using Visual Studio Professional 2015-Intel® Visual Fortran with Parallel Studio XE. The GAs method consists of randomly searching the Objective Function (OF) of the optimal variables with restrictions. The OF defined by the weight of the structure, the variables in relation to the cross sections of the structural elements and the constraints are the design of resistance using the method of Load and Resistance Factor Design (LRFD), restriction of displacements and restriction of the ratio of slenderness considered in the National Building Regulations (RNE), whose GAs search parameters are given by probability of crossing 70% by simple crossing strategy, probability of mutation 20%, elitism of 5% and maximum number of generations according to the profile. The examined metal structure is a cover with five double-body warren arches with 32 m light connected with 24 joists both with welded connections, that is, rigid. The metal structure was evaluated on demand for loads (dead load, live load, snow load, wind load and earthquake loads). The structural design was carried out with the following profiles: circular, tubular, square, angular and Normal Profile with I-shaped section (IPN) of which the most optimal was the tubular profile. The outer diameters of the cross section are: diagonal with a diameter of 1 in, lower flange with a diameter of 2 3/8 in, upper flange with a diameter of 1 1/2 in, inner belt with a diameter of 1 in and belt. outside with a diameter of 1 1/2 in.