Cause Of Water Loss Research Articles

Structural Problems Occurring in Reinforced Concrete Drinking Water Tanks and Water Loss Prevention Methods

Water losses occur over time due to structural deformation in buried reinforced concrete tanks built to meet the drinking water needs in living spaces. It is clear that drinking water tanks must be strengthened and waterproofed to prevent tons of water loss every year. A water-repellent coating on the concrete surface of water tanks prevents water loss as well as effectively protecting the concrete and increasing its durability. Waterproofing not only provides protection, but also prolong one's life of the building. The key to success in waterproofing all engineering structures is the proper and appropriate application of the right waterproofing materials. The aim of this study is to prevent water losses due to structural problems that occur over time in four recessed rectangular prismatic reinforced concrete clean water tanks in four different locations in a province in Turkey, to extend the life of the facility and most importantly to provide cleaner potable water to human life. Water and Sewerage Administration started maintenance, repair and waterproofing works of 15,000 m3 water tanks in the city center in 2021-2022. This article, academic articles, previous practices have been researched and it is hoped to be a solution to the problems. Considering the causes of water loss in the existing water reservoir, it is hoped that it will be a guide for the construction of a new water reservoir.

Seepage losses from trapezoidal earth canals with an impervious layer under the bed

Abstract Seepage of irrigation water from earth canals is one of the most significant causes of water loss. It should be carefully studied and controlled. This research aims to study the effect of the presence of an impervious layer under the bed of trapezoidal earth canals on the amount of seepage discharge. The finite element numerical model SEEP2D is used in the study. Different scenarios for the canal's dimensions and side slopes are considered. Various values for the vertical distance between the canal's bed and the impervious layer are also studied. The numerical model's results are verified using Vedernikov's equations. The results show that the presence of an impervious layer can reduce the amount of seepage discharge by up to 82.7% compared to that calculated without it, depending on the depth of the pervious layer, the ratio between canal's bed width to water depth, and the side slopes. It is recommended to have boreholes at canal construction sites in order to investigate if an impervious layer exists under the canal's bed. This helps to estimate the correct amount of seepage discharge based on the vertical distance from the canal's bed to the impervious layer under it. Design charts are also provided.

Large Addition of Freshwater to the Tidal Reaches of the Yangtze (Changjiang) River

Freshwater discharge through the estuarine reach is always affected by tides and often composed of multiple distributary channels. The current estimation of freshwater input to the ocean by large rivers, therefore, is usually based on discharge measured at some distance upstream of the river mouth. Thus, records, however, may not truly reflect the river discharge to the ocean. In this paper, we consider the case of the Yangtze River where the furthest downstream gauging station is some 600 km upstream of the river mouth. Recent gaugings of the flow at Xuliujing, 69 km upstream of the river mouth, are used here to refine the estimate of the Yangtze flow to the sea. Given the errors in flow gauging, we consider only differences between Datong and Xuliujing > 15% as being significant. The results show that flows exceed this threshold on over 120 days with 63% being days when flow is larger at the downstream station. Most of these days with larger flow are in the period July to September, while most of the days when flow is less downstream occur in the period March to June. Annual flow differences between Xuliujing and Datong are only small percentages of the annual flow at Xuliujing for the years for which we have the records (1.78, 2.93, and 4.81% for normal, wet, and dry years, respectively) though these are still significant volumes of water. Local precipitation is the main driver of flow increases between Datong and Xuliujing in the July to September period, while water abstraction for irrigation between March and June appears to be the main cause of water loss in this reach. We recommend that water budgets for the tidal reaches of large rivers around the world are needed to accurately determine freshwater discharges from the rivers to the ocean and their temporal patterns.

Non-Revenue Water (NRW) and its handling for a drinking water supply system in Kedewatan zone Gianyar Bali

Non-Revenue Water (NRW) is a common issue of drinking water supply system. NRW can be detrimental that should be addressed properly including NRW rates, NRW caused, and a guidance for preventing and reducing NRW. The water loss measured through water balance that calculated the percentage for differences the water distribution (m3) with the water recorded (m3) on the bill. Infrastructure Leakage Index (ILI) used to calculate the physical water loss based on the standard target matrix of IWA (International Water Association). The causes and handles of NRW were analysed based on a step test result, Ultrasonic Flow Meter (UFM) test result, and interviewing PDAM staffs. The result of NRW rates reach 986,884.92 m3/year (65.53 %). The ILI index was 69.98, and the water pressure was 17.2 m. As a result, this zone included D category, that has high of water loss rate > 200/s/connection/day. In this zone, the causes of water loss are categorized into the physical and non-physical water loss, and the mitigation must be carried out according to the type of water loss occurred. PDAM Gianyar should investigate the possibility of non-physical water loss so that can reduce the level of water loss and the ILI value. The further research can be conducted an evaluation of the whole network with the purpose of NRW can be calculated maximally.

Turning complexity into clarity: polyuria and hypernatremia

Turning complexity into clarity: polyuria and hypernatremia

ANALYSIS OF LOSS WATER ON PIPE DISTRIBUTION ”NON REVENUE WATER (NRW)” NETWORK PDAM SURYA SEMBADA CITY OF SURABAYA WITH CAUSAL LOOP DIAGRAM (CLD)

Water is an important supporting factor in humanlife. The problem of clean water in an area is managed by Perusahaan Daerah Air Minum (PDAM) Surabaya. PDAM Surya Sembada as a water management company in Surabaya is expected to be able to distributethe needs of clean water, however, in the distribution network, sometimes experiencing problems that cause water is not fully channeled to the customer, to overcome this problem, the Causal Loop Diagram approach is used to identify the cause of the water loss,after knowing these factors, we have been made model with Causal Loop model,to calculate the water loss that occurred, in PDAM Surya Sembada Surabaya especially DMA 109 using Infrastructure Leakage Index (ILI) method. The Causal Loop Diagram approach, various causes of water loss include: physical water loss caused by reservoir leakage, transmission line leakage and distribution pipeline leakage; non physical water loss caused by meter fault, wild connection and water theft. Based on the data obtained, obtained NRW value at DMA 109 of 439.455.72 m3 / year or by 25% with a loss of 329.591.8 m3 / year. Service pipe leakage up to the customer meter is 1.757.822.8 m3 / year.

Cost minimizing water main quality index: A static cost minimization approach

Abstract Our paper focuses on the issue of obsolete water mains which is the main cause of water loss in developed countries. We determine the cost-efficient water mains quality index according to different parameters such as the cost of water supply, the demand for water and the cost of good quality water mains. We use French and American data for parameter calibration and conduct simulations to test the consistency of our theoretical model. We show that the difference in water abundance, water mains material and demand for water are key drivers in determining the cost-efficient water mains quality index.

A Novel Approach to Modeling Wastewater Evaporation Based on Dimensional Analysis

Wastewater from municipal and industrial sources is becoming increasingly important in being reused, for example, for irrigation purposes. Wastewater is commonly stored in treatment lagoons in which evaporation is the main cause of water loss. Nonetheless, modeling wastewater evaporation (WWE) has received little attention. Driven by this knowledge gap, this study was performed to explore extent to which impurities affect water evaporation. A dimensional analysis was used to formulate WWE as a function of clear water evaporation (CWE), wastewater properties and climatic variables. We based our modeling approach on experimental data collected from the Neishaboor municipal wastewater treatment plant, Iran. As a result of this analysis, a multiplicative model to formulate WWE as a function of the influencing variables is proposed which indicated a reasonably well accuracy (RMSE = 1.09 mm) for the WWE estimation. Clear water evaporation indicated to be the most correlated variable in the model such that a constant coefficient can also be used to estimate WWE from CWE at the cost of losing accuracy only by 4.6 %.

Managing water pressure for water savings in developing countries

Many water utilities, particularly in the developing countries, continue to operate inefficient water distribution systems (WDSs) with a significant amount of water and revenue losses. Various factors, manageable to different extents, contribute to water losses, such as poor infrastructure, high pressures, illegal water use, etc. Whilst the problem of water losses in WDSs is global in scale, solutions need to be tailored to local circumstances due to the various causes of water loss and the mechanisms available to manage them. This paper investigates the potentials of the available pressure management methodologies and their implementation in developing countries, using a case study of a district metering area (DMA) in Kotež-Serbia. The minimal night flow method was applied for assessment of real losses. A particular focus is on assessment of water savings due to reduction of pressures. A total of three methods for estimation of water savings are described and tested against data measured in the DMA under initial and reduced pressures: (i) the method based on Leakage Index (LI) calculations, (ii) the PRESMAC model and (iii) a newly-developed method which is based on the assumption that both leakage and consumption are pressure dependent. The results indicate that the third method leads to the most accurate prediction of the total amount of water savings under reduced pressures, with only 6% difference between measured and estimated volume of saved water. Keywords : water supply, water losses, minimum night flow, pressure, consumption, water savings

THE NATURE AND FUNCTION OF THE IN‐FIELD RAINWATER HARVESTING SYSTEM TO IMPROVE AGRONOMIC SUSTAINABILITY

ABSTRACTHensley et al. (2000) proposed an in‐field rainwater harvesting (IRWH) technique for rural farmers located east of Bloemfontein South Africa, a semi‐arid environment. This technique combines the advantages of water harvesting, no‐till and basin tillage to stop ex‐field runoff on high clay soils. The full agronomic potential of the IRWH technique has not, however, been reached because the main cause of water loss is evaporation. Evaporation dominates the hydrological cycle in semi‐arid environments. This paper reviews the nature and design of the IRWH system, specifically the effect of mulch type on evaporation and yield. The effect of mulch type on yield is described by an infiltration ratio of the basin versus the runoff area over a period of three years. The function of the basin and catchment area is also discussed. The function of the basin area was to stop ex‐field runoff completely, to maximize infiltration and to store the collected water in the soil layers beneath the evaporation sensitive zone. The catchment area was designed to promote in‐field runoff and to act as a storage medium for water. Results from this research provide a new perspective on mulch management within water harvesting systems. Copyright © 2012 John Wiley & Sons, Ltd.

Simple Beam Model to Estimate Leakage in Longitudinally Cracked Pressurized Pipes

Losses from water distribution systems are reaching alarming levels in many cities throughout the world. Leakage is often the principal cause of water loss because of aging and deterioration of these systems, and pressure has been verified to assume a key-role in water-loss management. This paper presents a simple analytical model based on a beam with elastic constraints to estimate the leak area (from which the leakage is then estimated) in longitudinally cracked pressurized pipes and to evaluate the effect of pressure on the opening area of the crack. The model is calibrated on the results of a three-dimensional finite-element analysis and then validated by experimental results. The validation has been carried out for a wide range of pipes made of different materials (PVC, cast iron, asbestos-cement, and steel) with radii ranging from 27.5 to 110 mm, thicknesses from 1.5 to 12 mm, and crack lengths from 50 to 200 mm. The beam model, notwithstanding its simplicity, provides reliable leakage evaluations in longitudinally cracked pressurized pipes.

On-farm performance evaluation of improved traditional small-scale irrigation practices: A case study from Dire Dawa area, Ethiopia

Field evaluation of surface irrigation systems play a fundamental role to determine the efficiency of the system as it is being used and to identify management practices and system configurations that can be implemented to improve the irrigation efficiency. This study evaluated the performance of an ‘improved’ traditional small-scale irrigation practice at Adada, a representative small-scale irrigation practice in Dire Dawa Administrative Council, Eastern Ethiopia. In order to determine numerical values of performance measures, certain parameters were measured/observed before, during and after an irrigation event while farmers are performing their normal irrigation practice. These parameters include: irrigated crop, irrigation method, stream size, cutoff time, soil moisture deficiency, and field size, shape and spacing. The results showed that the irrigation water applied to a farmer's plot during an irrigation event/turn was generally higher than the required depth to be applied per event. Since the irrigation method used was end-dyked, the major cause of water loss was due to deep percolation. The deep percolation loss was 32% in sorghum, 57% in maize, and 70% in tomato and potato fields. The type of irrigation system used, the ridged irrigation practice and the poor irrigation scheduling in the study sites were the main problems identified in the management and operations of the schemes. The following corrective measures are recommended to improve the system: (1) farmers should regulate the depth of irrigation water they apply according to the type of crop and its growth stage, change the field irrigation system and/or configuration especially for shallow rooted row crops, to furrow system, (2) guidance and support to farmers in developing and introduction of appropriate irrigation scheduling, and (3) future development interventions towards improvement of traditional irrigation practices should also focus in improving the on farm irrigation systems in addition to improving physical infrastructure of the scheme.

Groundwater management through increased water use by lupin crops

Total evaporation ( E) was measured on lupin crops of differing leaf area per unit ground area in southwestern Australia. Leaf area was controlled by sowing at different times and rates. The objective was to explore the feasibility of increasing water use in order to reduce recharge to rising, shallow, saline water tables. Replicated plots of Lupinus angustifolius were sown at 100 and 200 kg ha −1 on 24 May and at 100 kg ha −1 on 7 June, 1988. E was measured by ventilated chambers from each of these treatments over eight 24 h periods grouped at the beginning, middle and end of a 28 day period. Mean rates of E were 2.16 mm day −1 for the later sown lupins at 100 kg ha −1, 2.49 mm day −1 for the earlier sown lupins at 100 kg ha −1 and 2.90 mm day −1 for the earlier sown lupins at 200 kg ha −1. The corresponding relative values for E were 1.00, 1.15 and 1.34. The transpiration component of E was estimated by measuring sap flow with a heat balance technique on individual plants within the chambers. Daily values of transpiration varied from 0.8 to 2 mm giving residual soil evaporation values of 1.0–1.6 mm day −1. E from soil was a significant cause of water loss particularly in the plots with low leaf area. At preflowering and early flowering E increased linearly with increasing leaf area per unit ground area up to values of 2.6. Soil evaporation decreased linearly with increasing leaf area. We conclude that increased seeding rates and earlier sowing of lupins have the potential to increase E and to reduce recharge and the rise of saline water tables.

The Causes and Prevention of Water Losses

and it might be well to pause a while to examine the nature of some of these detours from rectitude. No plant, of course, sells 100 per cent of the water it produces. There are unavoidable sources of waste, which produce in every plant a certain irreducible loss. Water losses may be due to one or more of a number of causes. House waste is a commonly encountered problem. Although the losses from individual leaks in this category may be slight, the total amount of water involved can be very great, because of the large number of such leaks. Losses resulting from underground leakage vary from very small quantities to several hundred thousand gallons a day even exceeding 1 mgd. on rare occasions for a single leak. The slow meter is another source of water loss, which may range from a few gallons a day on a defective house meter to several hundred thousand on a large industrial meter. A fourth cause of water loss is the unauthorized connec-