Effect of pipe type and Emitters discharge on performance criteria of surface drip irrigation system

A field experiment was conducted in Jazeerah Al-Ramadi/Al-Hamidiyah research station (latitude33^o 27^’ 〖 11.9 〗 ^(՚՚)N, longitude 43^o 23^’ ^(՚՚) E (duration 2020. This study was conducted to investigate the effect of pipe types and emitters discharge on performance criteria of surface drip irrigation system. Therefore, a two factorial experiment was set as randomized complete block design with three replications. The first factor included the type of pipes and emitters, namely Turbo, GR and T-Tape. While the second factor involved the emitters discharge which consist of two levels i.e., 4 (D4) and 8 (D8) L.h-1. The irrigation system was initially evaluated in the field before planting by testing three operating pressures (50, 100 and 150 Kpa) to determine the actual discharge of the emitters closed to their design discharge (4 and 8 L.h-1) for each emitter to calculate the manufacturing coefficient of variation (CV), distribution uniformity and the discharge variation ratio at each operating pressure. Results showed that the best discharge (Closed to design discharge of 4 L.h-1) was obtained at the 50 Kpa operating pressure which gave 3.99,3.90 and 3.81 L.h-1 when using the T-Tape pipe and GR and Turbo emitter compare when the discharge of 8L.h-1 has been used which gave 7.96, 7.84 and 7.59 L.h-1 when the former pipe and emitters were used. The best coefficient of variation was observed when the T-Tape pipe and GR and Turbo emitter were used with discharge of 4 L.h-1 up to 0.1300, 0.2200 and 0.2600 compare to 0.1300, 0.2700 and 0.3500 when the same former pipe and emitters were used with discharge of 8L. h-1. Similarly, the best distribution uniformity was obtained when the T-Tape pipe and GR and Turbo emitter has been used with discharge of 4 L.h-1 which gave 94.68, 91.74 and 90%. Likewise, the most acceptable variety discharge ratio was observed when the same prior pipe and emitters were used with discharge of 4 L.h-1 by giving 7.23, 11.90 and 12.19 %.

Study of Some Hydraulic Parameters of A solar-Powered Drip Irrigation System

An experiment was carried out in Al-Rifai District - Dhi Qar Governorate, to study the effect of the distance between drippers and their discharge on friction losses, coefficient of variation, and emission consistency of the drip irrigation system. Spiral drippers with a design discharge of 4 and 8 L.hr"1. While the emitters were installed at distances of 20, 40, 60 (cm). The actual discharge of the droplets was measured and the friction losses, emission consistency coefficient, and discharge variance ratio were calculated. The results showed that the distance between the emitters 60 cm gave the lowest percentage of friction losses, which amounted to 0.165, 0.204 (m) for drippers with design drainage of 4, 8 L.hr-1. The best values of the emission consistency coefficient and the variance ratio in the emitters discharge were 95.44 and 28.41% when using the 8L.hr-1 and the distance between the emitters is 60 cm, respectively.

SIMULASI LUAS PENAMPANG STREET INLET JALAN YOS SUDARSO KOTA PALANGKA RAYA

The inaccurate of cross-sectional area of the street inlet can be one of the flooding causes on the road surface when the rainfall intensity is very high. This study aims to simulate the relationship between the cross-sectional area of the street inlet and the street inlet distance at Jalan Yos Sudarso, Palangka Raya City. The length of the reviewed road is 0.5 km. The simulation using an analytical approach. In the simulation, the street inlet distance variations are 5 m, 10 m, and 20 m; variations of the design discharge return period are 2 years, 5 years, and 10 years; variations of design water depth in the gutter are 1 cm, 1.5 cm, and 2 cm. The results show, the cross-sectional area of street inlet is getting bigger if the street inlet distance is getting bigger. At each street inlet distance, the cross-sectional area of street inlet is directly proportional to the design discharge and inversely proportional to the design water depth in the gutter. The cross-sectional area of street inlet at the street inlet distance of 5 m ranges from 62.72 to 284.42 m2, at the street inlet distance of 10 m ranges from 177.84 to 498.29 m2, and at the street inlet distance of 10 m ranges from 345.41 to 809.62 m2.Keywords : street inlet, cross-sectional area, street inlet distance, design discharge, gutterAbstrak: Tidak tepatnya luas penampang street inlet dapat menjadi salah satu penyebab genangan di permukaan jalan ketika hujan lebat. Penelitian ini bertujuan untuk mensimulasikan hubungan luas penampang street inlet dengan jarak street inlet. Jalan yang ditinjau adalah Jalan Yos Sudarso Kota Palangka Raya. Panjang jalan yang ditinjau 0,5 km. Simulasi dilakukan secara analitis. Dalam simulasi tersebut, variasi jarak street inlet yaitu 5 m, 10 m, dan 20 m; variasi periode ulang debit rencana yaitu 2 tahun, 5 tahun, dan 10 tahun; variasi kedalaman air rencana di saluran pembawa yaitu: 1 cm, 1,5 cm, dan 2 cm. Dari hasil simulasi diketahui luas penampang street inlet semakin besar apabila jarak street inlet semakin besar. Pada setiap jarak street inlet, luas penampang street inlet berbanding lurus dengan debit rencana dan berbanding terbalik dengan kedalaman air rencana di saluran pembawa. Luas penampang street inlet pada jarak street inlet 5 m berkisar antara 62,72-284,42 m2, pada jarak street inlet 10 m berkisar antara 177,84-498,29 m2, dan pada jarak street inlet 20 m berkisar antara 345,41-809,62 m2.Kata kunci : luas penampang street inlet, jarak steet inlet, debit rencana, saluran pembawa

Design discharge estimation in small and ungauged basins: EBA4SUB framework sensitivity analysis

The design hydrograph and the related peak discharge estimation for small and ungauged basins is a common problem in practical hydrology. When discharge observations are not available, it is difficult to calibrate physically-based hydrological models that are typically characterized by a large number of input parameters. Recently, a simple empirical-conceptual rainfall-runoff model called EBA4SUB (event-based approach for small and ungauged basins) has been proposed. Its advantages are a limited user subjectivity, the employment of advanced hydrologic modules, and the use of input data similar to the information necessary for applying the well-known rational formula. In this contribution we illustrate the EBA4SUB sensitivity analysis, in order to assess the input parameters influence on the output design discharge. Results showed, as expected, that the most effective parameter is the curve number, followed by the concentration time. On the contrary, the threshold area value for classifying the drainage network, the time resolution of the design hyetograph and of the unit hydrograph, and the kinematic parameters needed to estimate the flow time can be considered as ancillary input parameters.

Analisis Debit Banjir Rancangan Sub DAS Air Bengkulu Menggunakan Analisis Frekuensi dan Metode Distribusi

The Design discharge is the important data needed for design of the water infrastructure. The purpose of this study is to estimate the design discharge with a variety of times using a frequency analysis in the Air Bengkulu Sub-watershed. Rain fall data were obtained from the BMKG of Bengkulu province, its starting from 2009 to 2018 years. The design flood estimation method used a statistical method. It is using the distribution method. The initial stage of the research is to process rain data and then conduct frequency analysis. The mathematical equation for frequency analysis includes statistical equations to determine the average value, standard deviation, coefficient of variation, skewness coefficient and kurtosis coefficient. The method used in determining the type of distribution for frequency analysis in this study uses the Gumbel Type I distribution method, Pearson Log Type III, Normal, and Normal Log. Distribution fit test was performed with chi square test and Kalmogorof Smirnov test. The results of estimated design discharges for the 2 years return period, 5 years return period, 10 years return period, 25 years return period, 50 years return period and 100 years returns period in the Air Bengkulu down stream Sub-watershed are respectively 125.16 m3 / sec (2 years return period), 145.24 m3 / sec (5 years return period), 157.59 m3 / sec (10 years return period), 172.43 m3 / sec (25 years return period), 183.03 m3 / sec (50 years return period) and 193.34 m3 / sec (100 years return period). Keywords: watershed, Air Bengkulu, Design Discharge, Frequency Analysis, Distribution Analysis

Determination of river design discharge (Tar River case study)

Rivers are usually exposed to floods that cause significant human and financial loss, for which structures are considered in the rivers for preventing floods and reducing damage. In this way, it is necessary to acquire design discharge for building these structures. The case study was conducted on the Tar River of Ghazi Station in Tehran Province, which originates from 1 km west of Tar Lake in 13 km east of Damavand. The Tar River is one of the tributaries of Damavand River. In this study, the cross section of the river was first measured through surveying and existing maps. The design discharge of flood control structures was designed using the methods described in this study. Moreover, the stage-discharge table was used to obtain the Manning roughness coefficient. The effective discharge was calculated using the sediment rating curve and sediment frequency histogram, while the bankfull discharge was derived from the return period of 17 years discharge record and fitting of Gumbel distribution to the data. The results indicated that the average of dominant, effective, and bankfull discharges could be the appropriate design discharge for the river, as their values are significantly close to each other. However, there is no need to use flood control structures in this river, due to the occurrence of medium frequent flood events in the river.

Analisis Kapasitas Saluran Sistem Drainase di Simo Katrungan Kidul Sawahan Surabaya

Sawahan is a densely populated sub-district located in the city of Surabaya with a population density which until 2017 reached 215,024 people as a result of a wide and deep drainage channel which became narrow and shallow as more and more settlements developed. And when the rainy season comes, the drainage channel in the Banyu Urip (Simo Katrungan Kidul) area of Surabaya is unable to collect rainwater, causing water overflow in the drainage and flood channels. Heavy rain for more than 1.5 hours and hit Simokatrungan area can cause inundation up to 500 meters inundated. The deepest puddles reach the knees of adults or about 60 cm. The purpose of this study is how to calculate flood discharge and channel dimension planning for the next 2022 planning year. The methods used are hydrological analysis, Existing channel analysis, flood discharge analysis for the next 2 years (2022), and channel capacity for 2022.Based on capacity analysis Secondary Channel Simo Katrungan Kidul Eastern Section is 0.003 m3 / s, while the existing design debit is 0.126 m3 / s, the channel cannot accept the design debit. So the dimensions for this channel are planned to form trapezoidal b1 = 1.3 m. b2 = 1.8 m, h = 1 m. The Northern Tertiary Simo Katrungan Kidul channel capacity is 0.031 m3 / sec, while the existing design discharge is 0.096 m3 / sec. So that the dimensions for this channel are planned to form trapezoid b1 = 1.6 m, b2 = 2.2 m, h = 1.2 m. Simo Katrungan North Section Secondary channel capacity is 0.002 m3 / sec, while the existing design discharge is 0.360 m3 / sec. So that the dimensions for this channel are planned to form trapezoid b1 = 1.6 m, b2 = 2.2 m, h = 1.2 m.

Effect of a Design Discharge Planning Program for Stroke Patients on Their Quality of Life and Activity of Daily Living

Background: Stroke is a debilitating neurological disorder, which causes multiple physical and psychosocial challenges to people surviving a stroke. Effective discharge planning program is an active process beginning in hospitalization care and has a goal of returning to the community and aims at assisting the patients to recapture their functional independence and to return to an active and productive lifestyle. Aim: was to evaluate effect of a design discharge planning program for stroke patients on their quality of life and activity of daily living. Research design: Quasi experimental design was utilized to fulfill the aim of this study. Setting: The study was conducted at the stroke department and stroke outpatient clinics affiliated to Benha University Hospital. Sample: A convenience sample of 50 patients admitted at the above mentioned setting and diagnosed with stroke. Tools: Three tools were used: I-Patients Interviewing questionnaire sheet; II-Stroke Specific Quality of Life Scale and III- Barthel Index for Activities of Daily Living. Results: the present study revealed that (a) the mean total and subtotal knowledge scores of stroke patients were increased immediately after implementing a design discharge planning program with statistical significant difference compared to pre implementation. (b) The mean total and subtotal quality of life scores were higher after implementing discharge planning program with a high statistical significant difference compared to pre implementation. (c) The mean total and subtotal activity of daily living scores were higher after implementing discharge planning program with a high statistical significant difference compared to pre implementation. (d) There were a positive correlation between patients' knowledge, quality of life and activity of daily living with a statistical significant difference. So, all research hypotheses of the study were supported. Conclusion: Applying a design discharge planning program had statistically significant improvement on knowledge, quality of life and activity of daily living for studied patients. Recommendations: replication of this study on a larger probability sample and evaluating its impact on health outcomes among stroke patients.