A novel optimization model was developed using the equilibrium optimization algorithm to define the most appropriate management process according to the current state of urban water components in utilities. The basis of the optimization model is the current status analysis and management system, which consists of 11 main headings and 231 components. This model is applied for three utilities, and the results are presented in comparison with real-time data. Currently, the number of components with 0 or 1 score is 28, 19 and 69, respectively. The current average scores of the components in the utilities were obtained as 2.84, 3.43 and 2.48, respectively. Then, the improvement process of these components is optimized by the equilibrium optimization algorithm. The most appropriate targets were defined as 3.90, 4.15 and 3.71, respectively, with the optimization algorithm by considering the current scores in the utilities. The target scores for water supply, wastewater collection and treatment components are determined as 3.81, 4.05 and 3.84 for utility I; 4.03, 4.18 and 4.22 for utility II; and 3.51, 3.56 and 4.05 for utility III. The proposed model will be a reference for defining the most appropriate target and determining the management process.
{"title":"Developing a management and operation model for water and wastewater components using the equilibrium optimization algorithm","authors":"Selami Kiliç, Abdullah Ates, M. Firat, S. Yilmaz","doi":"10.2166/ws.2024.019","DOIUrl":"https://doi.org/10.2166/ws.2024.019","url":null,"abstract":"\u0000 A novel optimization model was developed using the equilibrium optimization algorithm to define the most appropriate management process according to the current state of urban water components in utilities. The basis of the optimization model is the current status analysis and management system, which consists of 11 main headings and 231 components. This model is applied for three utilities, and the results are presented in comparison with real-time data. Currently, the number of components with 0 or 1 score is 28, 19 and 69, respectively. The current average scores of the components in the utilities were obtained as 2.84, 3.43 and 2.48, respectively. Then, the improvement process of these components is optimized by the equilibrium optimization algorithm. The most appropriate targets were defined as 3.90, 4.15 and 3.71, respectively, with the optimization algorithm by considering the current scores in the utilities. The target scores for water supply, wastewater collection and treatment components are determined as 3.81, 4.05 and 3.84 for utility I; 4.03, 4.18 and 4.22 for utility II; and 3.51, 3.56 and 4.05 for utility III. The proposed model will be a reference for defining the most appropriate target and determining the management process.","PeriodicalId":509977,"journal":{"name":"Water Supply","volume":null,"pages":null},"PeriodicalIF":0.0,"publicationDate":"2024-02-06","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"139800375","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
N. Alomari, Moayad S. Khaleel, A. Mohammed, Inaam A. Juma
Weirs are among the most essential hydraulic structures for measuring water discharge in open channels. The prediction of water discharge over weirs should be as precise and straightforward measured as feasible. The experimental investigation of flow prediction over varied heights of a conventional rectangular sharp-crested weir was conducted in the present work. The investigation evaluated five ratios of weir height to length, P/b, of 0.33, 0.4, 0.47, 0.53, and 0.6, different water discharges, Q, of up to 17.25 L/s, and different bed slopes, S, between 0.001 and 0.01. The experiment's findings reveal that a change in the bed slope has no significant effect on the brink depth, hb, for a constant water discharge. However, it influences the head over the weir, h, which is usually measured upstream of the weir location and used to predict water discharge. A simple, accurate formula was developed for predicting water discharge over rectangular sharp-crested weirs depending on the brink depth with mean absolute percent error (MAPE) and root-mean-square error (RMSE) of 1.714% and 0.229, respectively. In addition to having a simple form, the developed formula performs well, is unaffected by the bed slope, and applies to a wide range of h/P values, from 0.158 to 0.945.
{"title":"Discharge Formula Based on Brink Depth Over Sharp-Crested Weirs","authors":"N. Alomari, Moayad S. Khaleel, A. Mohammed, Inaam A. Juma","doi":"10.2166/ws.2024.021","DOIUrl":"https://doi.org/10.2166/ws.2024.021","url":null,"abstract":"\u0000 Weirs are among the most essential hydraulic structures for measuring water discharge in open channels. The prediction of water discharge over weirs should be as precise and straightforward measured as feasible. The experimental investigation of flow prediction over varied heights of a conventional rectangular sharp-crested weir was conducted in the present work. The investigation evaluated five ratios of weir height to length, P/b, of 0.33, 0.4, 0.47, 0.53, and 0.6, different water discharges, Q, of up to 17.25 L/s, and different bed slopes, S, between 0.001 and 0.01. The experiment's findings reveal that a change in the bed slope has no significant effect on the brink depth, hb, for a constant water discharge. However, it influences the head over the weir, h, which is usually measured upstream of the weir location and used to predict water discharge. A simple, accurate formula was developed for predicting water discharge over rectangular sharp-crested weirs depending on the brink depth with mean absolute percent error (MAPE) and root-mean-square error (RMSE) of 1.714% and 0.229, respectively. In addition to having a simple form, the developed formula performs well, is unaffected by the bed slope, and applies to a wide range of h/P values, from 0.158 to 0.945.","PeriodicalId":509977,"journal":{"name":"Water Supply","volume":null,"pages":null},"PeriodicalIF":0.0,"publicationDate":"2024-02-06","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"139860616","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
The study aimed to assess the dynamic behavior of groundwater levels (GWLs) in the southwestern districts (SWDs) of Indian Punjab, focusing on the spatial and temporal distribution of waterlogged and overexploited areas before and after the monsoon seasons. The research examined GWL data spanning 48 years (1973–2020) and a geographical information system was employed to map the GWL in the region to visualize GWL fluctuations throughout the study area. The findings revealed significant variations in GWL within Punjab's SWDs during different seasons. The maximum waterlogged area was found to be 97,350, 56,080, 21,730, 52,790, 6,760, and 2,910 ha during 1973 (Faridkot), 1981 (Ferozepur), 1991, 2000, 2010 (Sri Muktsar Sahib), and 2020 (Fazilka), respectively. However, the waterlogged and potential waterlogging area is being observed in the Fazilka district covering about one-third (32.52%) of the total area during 2020. The study identified that 45% of the study area faced the risk of overexploitation, 46% was considered safe, and 9% was either waterlogged or at risk of waterlogging. Over 48 years, the study demonstrated the dynamic nature of waterlogged and potentially waterlogged areas in the SWD of Punjab, including Ferozepur to Fazilka via Faridkot and Sri Muktsar Sahib districts.
{"title":"Spatio-temporal patterns of groundwater level changes in southwestern Indian Punjab","authors":"Arvind Dhaloiya, J. P. Singh","doi":"10.2166/ws.2024.020","DOIUrl":"https://doi.org/10.2166/ws.2024.020","url":null,"abstract":"\u0000 The study aimed to assess the dynamic behavior of groundwater levels (GWLs) in the southwestern districts (SWDs) of Indian Punjab, focusing on the spatial and temporal distribution of waterlogged and overexploited areas before and after the monsoon seasons. The research examined GWL data spanning 48 years (1973–2020) and a geographical information system was employed to map the GWL in the region to visualize GWL fluctuations throughout the study area. The findings revealed significant variations in GWL within Punjab's SWDs during different seasons. The maximum waterlogged area was found to be 97,350, 56,080, 21,730, 52,790, 6,760, and 2,910 ha during 1973 (Faridkot), 1981 (Ferozepur), 1991, 2000, 2010 (Sri Muktsar Sahib), and 2020 (Fazilka), respectively. However, the waterlogged and potential waterlogging area is being observed in the Fazilka district covering about one-third (32.52%) of the total area during 2020. The study identified that 45% of the study area faced the risk of overexploitation, 46% was considered safe, and 9% was either waterlogged or at risk of waterlogging. Over 48 years, the study demonstrated the dynamic nature of waterlogged and potentially waterlogged areas in the SWD of Punjab, including Ferozepur to Fazilka via Faridkot and Sri Muktsar Sahib districts.","PeriodicalId":509977,"journal":{"name":"Water Supply","volume":null,"pages":null},"PeriodicalIF":0.0,"publicationDate":"2024-02-06","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"139799847","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
A novel optimization model was developed using the equilibrium optimization algorithm to define the most appropriate management process according to the current state of urban water components in utilities. The basis of the optimization model is the current status analysis and management system, which consists of 11 main headings and 231 components. This model is applied for three utilities, and the results are presented in comparison with real-time data. Currently, the number of components with 0 or 1 score is 28, 19 and 69, respectively. The current average scores of the components in the utilities were obtained as 2.84, 3.43 and 2.48, respectively. Then, the improvement process of these components is optimized by the equilibrium optimization algorithm. The most appropriate targets were defined as 3.90, 4.15 and 3.71, respectively, with the optimization algorithm by considering the current scores in the utilities. The target scores for water supply, wastewater collection and treatment components are determined as 3.81, 4.05 and 3.84 for utility I; 4.03, 4.18 and 4.22 for utility II; and 3.51, 3.56 and 4.05 for utility III. The proposed model will be a reference for defining the most appropriate target and determining the management process.
{"title":"Developing a management and operation model for water and wastewater components using the equilibrium optimization algorithm","authors":"Selami Kiliç, Abdullah Ates, M. Firat, S. Yilmaz","doi":"10.2166/ws.2024.019","DOIUrl":"https://doi.org/10.2166/ws.2024.019","url":null,"abstract":"\u0000 A novel optimization model was developed using the equilibrium optimization algorithm to define the most appropriate management process according to the current state of urban water components in utilities. The basis of the optimization model is the current status analysis and management system, which consists of 11 main headings and 231 components. This model is applied for three utilities, and the results are presented in comparison with real-time data. Currently, the number of components with 0 or 1 score is 28, 19 and 69, respectively. The current average scores of the components in the utilities were obtained as 2.84, 3.43 and 2.48, respectively. Then, the improvement process of these components is optimized by the equilibrium optimization algorithm. The most appropriate targets were defined as 3.90, 4.15 and 3.71, respectively, with the optimization algorithm by considering the current scores in the utilities. The target scores for water supply, wastewater collection and treatment components are determined as 3.81, 4.05 and 3.84 for utility I; 4.03, 4.18 and 4.22 for utility II; and 3.51, 3.56 and 4.05 for utility III. The proposed model will be a reference for defining the most appropriate target and determining the management process.","PeriodicalId":509977,"journal":{"name":"Water Supply","volume":null,"pages":null},"PeriodicalIF":0.0,"publicationDate":"2024-02-06","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"139860340","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
The study aimed to assess the dynamic behavior of groundwater levels (GWLs) in the southwestern districts (SWDs) of Indian Punjab, focusing on the spatial and temporal distribution of waterlogged and overexploited areas before and after the monsoon seasons. The research examined GWL data spanning 48 years (1973–2020) and a geographical information system was employed to map the GWL in the region to visualize GWL fluctuations throughout the study area. The findings revealed significant variations in GWL within Punjab's SWDs during different seasons. The maximum waterlogged area was found to be 97,350, 56,080, 21,730, 52,790, 6,760, and 2,910 ha during 1973 (Faridkot), 1981 (Ferozepur), 1991, 2000, 2010 (Sri Muktsar Sahib), and 2020 (Fazilka), respectively. However, the waterlogged and potential waterlogging area is being observed in the Fazilka district covering about one-third (32.52%) of the total area during 2020. The study identified that 45% of the study area faced the risk of overexploitation, 46% was considered safe, and 9% was either waterlogged or at risk of waterlogging. Over 48 years, the study demonstrated the dynamic nature of waterlogged and potentially waterlogged areas in the SWD of Punjab, including Ferozepur to Fazilka via Faridkot and Sri Muktsar Sahib districts.
{"title":"Spatio-temporal patterns of groundwater level changes in southwestern Indian Punjab","authors":"Arvind Dhaloiya, J. P. Singh","doi":"10.2166/ws.2024.020","DOIUrl":"https://doi.org/10.2166/ws.2024.020","url":null,"abstract":"\u0000 The study aimed to assess the dynamic behavior of groundwater levels (GWLs) in the southwestern districts (SWDs) of Indian Punjab, focusing on the spatial and temporal distribution of waterlogged and overexploited areas before and after the monsoon seasons. The research examined GWL data spanning 48 years (1973–2020) and a geographical information system was employed to map the GWL in the region to visualize GWL fluctuations throughout the study area. The findings revealed significant variations in GWL within Punjab's SWDs during different seasons. The maximum waterlogged area was found to be 97,350, 56,080, 21,730, 52,790, 6,760, and 2,910 ha during 1973 (Faridkot), 1981 (Ferozepur), 1991, 2000, 2010 (Sri Muktsar Sahib), and 2020 (Fazilka), respectively. However, the waterlogged and potential waterlogging area is being observed in the Fazilka district covering about one-third (32.52%) of the total area during 2020. The study identified that 45% of the study area faced the risk of overexploitation, 46% was considered safe, and 9% was either waterlogged or at risk of waterlogging. Over 48 years, the study demonstrated the dynamic nature of waterlogged and potentially waterlogged areas in the SWD of Punjab, including Ferozepur to Fazilka via Faridkot and Sri Muktsar Sahib districts.","PeriodicalId":509977,"journal":{"name":"Water Supply","volume":null,"pages":null},"PeriodicalIF":0.0,"publicationDate":"2024-02-06","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"139859799","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
N. Alomari, Moayad S. Khaleel, A. Mohammed, Inaam A. Juma
Weirs are among the most essential hydraulic structures for measuring water discharge in open channels. The prediction of water discharge over weirs should be as precise and straightforward measured as feasible. The experimental investigation of flow prediction over varied heights of a conventional rectangular sharp-crested weir was conducted in the present work. The investigation evaluated five ratios of weir height to length, P/b, of 0.33, 0.4, 0.47, 0.53, and 0.6, different water discharges, Q, of up to 17.25 L/s, and different bed slopes, S, between 0.001 and 0.01. The experiment's findings reveal that a change in the bed slope has no significant effect on the brink depth, hb, for a constant water discharge. However, it influences the head over the weir, h, which is usually measured upstream of the weir location and used to predict water discharge. A simple, accurate formula was developed for predicting water discharge over rectangular sharp-crested weirs depending on the brink depth with mean absolute percent error (MAPE) and root-mean-square error (RMSE) of 1.714% and 0.229, respectively. In addition to having a simple form, the developed formula performs well, is unaffected by the bed slope, and applies to a wide range of h/P values, from 0.158 to 0.945.
{"title":"Discharge Formula Based on Brink Depth Over Sharp-Crested Weirs","authors":"N. Alomari, Moayad S. Khaleel, A. Mohammed, Inaam A. Juma","doi":"10.2166/ws.2024.021","DOIUrl":"https://doi.org/10.2166/ws.2024.021","url":null,"abstract":"\u0000 Weirs are among the most essential hydraulic structures for measuring water discharge in open channels. The prediction of water discharge over weirs should be as precise and straightforward measured as feasible. The experimental investigation of flow prediction over varied heights of a conventional rectangular sharp-crested weir was conducted in the present work. The investigation evaluated five ratios of weir height to length, P/b, of 0.33, 0.4, 0.47, 0.53, and 0.6, different water discharges, Q, of up to 17.25 L/s, and different bed slopes, S, between 0.001 and 0.01. The experiment's findings reveal that a change in the bed slope has no significant effect on the brink depth, hb, for a constant water discharge. However, it influences the head over the weir, h, which is usually measured upstream of the weir location and used to predict water discharge. A simple, accurate formula was developed for predicting water discharge over rectangular sharp-crested weirs depending on the brink depth with mean absolute percent error (MAPE) and root-mean-square error (RMSE) of 1.714% and 0.229, respectively. In addition to having a simple form, the developed formula performs well, is unaffected by the bed slope, and applies to a wide range of h/P values, from 0.158 to 0.945.","PeriodicalId":509977,"journal":{"name":"Water Supply","volume":null,"pages":null},"PeriodicalIF":0.0,"publicationDate":"2024-02-06","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"139800826","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Prima Wahyu Titisari, Elfis Elfis, I. S. Zen, I. Chahyana, T. Permatasari, A. Maryanti, F. Dalilla
Agriculture is the largest global water consumer, making it crucial to understand its impact on watersheds. This study, conducted in 2023, examines the Kampar watershed in the Riau province, covering Kampar and Pelalawan regencies. It assesses the watershed's suitability for meeting agricultural water needs, particularly for rice cultivation. The study utilizes quantitative methods, applying the Penman–Monteith technique and benefit transfer analysis to measure the water footprint of agriculture. Key indicators include blue water, green water, and gray water footprint. The water footprint in the Kampar watershed is 173.84 m3/ton, with rice cultivation in the Kampar regency having 57.96 m3/ton blue, 32.19 m3/ton green, and 14.52 m3/ton gray water footprints. In the Pelalawan regency, the values were 41.09 m3/ton blue, 25.59 m3/ton green, and 2.49 m3/ton gray water footprints. The findings suggest a significant need for ample water usage from surface and groundwater in both Kampar and Pelalawan regencies for rice cultivation. Regarding the water availability in each district: Kampar regency has 1,063,281,652 m3/year and Pelalawan regency has 987,542,991 m3/year. This surplus in the Kampar watershed ensures sufficient water for rice cultivation in both districts, especially in the Kampar regency. This holds promising further agricultural development in the Riau province.
{"title":"The role of Kampar watershed in achieving sufficient rice production and sustaining agriculture","authors":"Prima Wahyu Titisari, Elfis Elfis, I. S. Zen, I. Chahyana, T. Permatasari, A. Maryanti, F. Dalilla","doi":"10.2166/ws.2024.016","DOIUrl":"https://doi.org/10.2166/ws.2024.016","url":null,"abstract":"\u0000 Agriculture is the largest global water consumer, making it crucial to understand its impact on watersheds. This study, conducted in 2023, examines the Kampar watershed in the Riau province, covering Kampar and Pelalawan regencies. It assesses the watershed's suitability for meeting agricultural water needs, particularly for rice cultivation. The study utilizes quantitative methods, applying the Penman–Monteith technique and benefit transfer analysis to measure the water footprint of agriculture. Key indicators include blue water, green water, and gray water footprint. The water footprint in the Kampar watershed is 173.84 m3/ton, with rice cultivation in the Kampar regency having 57.96 m3/ton blue, 32.19 m3/ton green, and 14.52 m3/ton gray water footprints. In the Pelalawan regency, the values were 41.09 m3/ton blue, 25.59 m3/ton green, and 2.49 m3/ton gray water footprints. The findings suggest a significant need for ample water usage from surface and groundwater in both Kampar and Pelalawan regencies for rice cultivation. Regarding the water availability in each district: Kampar regency has 1,063,281,652 m3/year and Pelalawan regency has 987,542,991 m3/year. This surplus in the Kampar watershed ensures sufficient water for rice cultivation in both districts, especially in the Kampar regency. This holds promising further agricultural development in the Riau province.","PeriodicalId":509977,"journal":{"name":"Water Supply","volume":null,"pages":null},"PeriodicalIF":0.0,"publicationDate":"2024-02-02","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"139809496","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Prima Wahyu Titisari, Elfis Elfis, I. S. Zen, I. Chahyana, T. Permatasari, A. Maryanti, F. Dalilla
Agriculture is the largest global water consumer, making it crucial to understand its impact on watersheds. This study, conducted in 2023, examines the Kampar watershed in the Riau province, covering Kampar and Pelalawan regencies. It assesses the watershed's suitability for meeting agricultural water needs, particularly for rice cultivation. The study utilizes quantitative methods, applying the Penman–Monteith technique and benefit transfer analysis to measure the water footprint of agriculture. Key indicators include blue water, green water, and gray water footprint. The water footprint in the Kampar watershed is 173.84 m3/ton, with rice cultivation in the Kampar regency having 57.96 m3/ton blue, 32.19 m3/ton green, and 14.52 m3/ton gray water footprints. In the Pelalawan regency, the values were 41.09 m3/ton blue, 25.59 m3/ton green, and 2.49 m3/ton gray water footprints. The findings suggest a significant need for ample water usage from surface and groundwater in both Kampar and Pelalawan regencies for rice cultivation. Regarding the water availability in each district: Kampar regency has 1,063,281,652 m3/year and Pelalawan regency has 987,542,991 m3/year. This surplus in the Kampar watershed ensures sufficient water for rice cultivation in both districts, especially in the Kampar regency. This holds promising further agricultural development in the Riau province.
{"title":"The role of Kampar watershed in achieving sufficient rice production and sustaining agriculture","authors":"Prima Wahyu Titisari, Elfis Elfis, I. S. Zen, I. Chahyana, T. Permatasari, A. Maryanti, F. Dalilla","doi":"10.2166/ws.2024.016","DOIUrl":"https://doi.org/10.2166/ws.2024.016","url":null,"abstract":"\u0000 Agriculture is the largest global water consumer, making it crucial to understand its impact on watersheds. This study, conducted in 2023, examines the Kampar watershed in the Riau province, covering Kampar and Pelalawan regencies. It assesses the watershed's suitability for meeting agricultural water needs, particularly for rice cultivation. The study utilizes quantitative methods, applying the Penman–Monteith technique and benefit transfer analysis to measure the water footprint of agriculture. Key indicators include blue water, green water, and gray water footprint. The water footprint in the Kampar watershed is 173.84 m3/ton, with rice cultivation in the Kampar regency having 57.96 m3/ton blue, 32.19 m3/ton green, and 14.52 m3/ton gray water footprints. In the Pelalawan regency, the values were 41.09 m3/ton blue, 25.59 m3/ton green, and 2.49 m3/ton gray water footprints. The findings suggest a significant need for ample water usage from surface and groundwater in both Kampar and Pelalawan regencies for rice cultivation. Regarding the water availability in each district: Kampar regency has 1,063,281,652 m3/year and Pelalawan regency has 987,542,991 m3/year. This surplus in the Kampar watershed ensures sufficient water for rice cultivation in both districts, especially in the Kampar regency. This holds promising further agricultural development in the Riau province.","PeriodicalId":509977,"journal":{"name":"Water Supply","volume":null,"pages":null},"PeriodicalIF":0.0,"publicationDate":"2024-02-02","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"139869379","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Groundwater is the primary source of water for domestic and irrigation purposes in the peninsular region of the Bhagalpur and Khagaria districts of Bihar. Though this region is bounded by perennial rivers on three sides, the groundwater level is decreasing day by day because of over exploitation and misuse. In this study, spatial and temporal analyses of rainfall and groundwater levels for pre- and post-monsoon seasons from 1996 to 2020 have been carried out using GIS tools, graphical plots, and statistical methods of pattern recognition. The spatial analysis of rainfall shows less rainfall in the western region of the study area, whereas it shows heavy rainfall in the region near the Vikramshila Bridge. The temporal analysis of rainfall shows decreasing trend in the whole study area and the rate of decrease was 25.05 mm/year during 1996–2020. The results of the pre-monsoon groundwater levels analysis show decreasing trend in the majority of wells, and the rate of decrease varies from 0.005 to 0.102 m/year. By contrast, the post-monsoon groundwater levels showed an increasing trend varying from 0.005 to 0.083 m/year at wells located near the river Ganga, except at Maheshkhunt. Thus, there is a need for proper groundwater management for a sustainable future.
{"title":"Investigating the changing pattern of groundwater levels and rainfall in the peninsular region of Bhagalpur and Khagaria, Bihar","authors":"Abhishek Kumar Choudhary, Vivekanand Singh","doi":"10.2166/ws.2024.010","DOIUrl":"https://doi.org/10.2166/ws.2024.010","url":null,"abstract":"\u0000 \u0000 Groundwater is the primary source of water for domestic and irrigation purposes in the peninsular region of the Bhagalpur and Khagaria districts of Bihar. Though this region is bounded by perennial rivers on three sides, the groundwater level is decreasing day by day because of over exploitation and misuse. In this study, spatial and temporal analyses of rainfall and groundwater levels for pre- and post-monsoon seasons from 1996 to 2020 have been carried out using GIS tools, graphical plots, and statistical methods of pattern recognition. The spatial analysis of rainfall shows less rainfall in the western region of the study area, whereas it shows heavy rainfall in the region near the Vikramshila Bridge. The temporal analysis of rainfall shows decreasing trend in the whole study area and the rate of decrease was 25.05 mm/year during 1996–2020. The results of the pre-monsoon groundwater levels analysis show decreasing trend in the majority of wells, and the rate of decrease varies from 0.005 to 0.102 m/year. By contrast, the post-monsoon groundwater levels showed an increasing trend varying from 0.005 to 0.083 m/year at wells located near the river Ganga, except at Maheshkhunt. Thus, there is a need for proper groundwater management for a sustainable future.","PeriodicalId":509977,"journal":{"name":"Water Supply","volume":null,"pages":null},"PeriodicalIF":0.0,"publicationDate":"2024-01-25","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"139595500","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Tonni Agustiono Kurniawan, Erick R. Bandala, Mohd Hafiz Dzarfan Othman, Huihwang Goh, A. Anouzla, K. Chew, Faissal Aziz, Hussein Al-Hazmi, Aulia Nisa'ul Khoir
Southeast Asia is vulnerable to climate change with over half of its population already being impacted by drought, flooding, rise in sea levels recently. This work reviews the current water resource challenges in Indonesia, prone to the rising impacts of climate change. A baseline assessment of Indonesia's water and drinking water resources related to its original sources is presented. In response to a growing concern over chronic challenges that undermine water supply nationwide, this study analyses drinking water safety supervision. To accomplish this, a literature survey (100 studies published during the 2000–2023 period) was performed to identify regional groundwater resources sustainability and water security issues. Among the main findings of this study, only 10% of rainfall infiltrates to the groundwater, while 70% of its rivers are heavily polluted by domestic waste. During the study period, water availability decreased to 1,200 m3/year in 2020, with only 35% of the resources being economically feasible for reuse. The water supply deficit in Indonesia was estimated to be 5.5 hm3/year with roughly 67% of the population's water demand satisfied in 2021. Although this deficit might be fulfilled with private vendors, water supply/demand forecasts in 2030 suggest that the gap could not be closed by increasing water supply.
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