基于供水管网建模的管网改造方案研究
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摘要
针对吉林省某市江北供水管网,论述了基于供水管网建模制定改造方案的方法和步骤。结果表明,在最高日最高时工况下,节点压力不低于20mH_2O的节点数占72.1%,基本能够满足用水压力要求,但管网北部末端存在压力小于10mH_2O的低压区。分析发现,该区管网靠近水厂处有3段管共长1.47km,水头损失达15mH_2O,严重制约了供水压力。鉴于这些管段敷设年代久远,建议更换为管径更大的新管。水力模拟表明,改造以后这三段管的总水头损失为5.5mH_2O,降低到改造前的36.7%,97%的管网节点压力达到了20mH_2O以上。
Taking Jiangbei Water Distribution System(WDS)of a city in Jilin Province as an example,methods and steps of raising renewal schemes based on hydraulic modeling were discussed.The results showed that the number of junctions with pressure over 20 mH_2O accounted for 72.1% under the highest hour of the maximum day.Hence,the WDS could mainly meet the required pressure.However,there was an area with pressure less than 10 mH_2O at the northern end of the WDS.The reason was that there were three pipes near the water treatment plant,which were 1.47 km in length and 15 mH_2O in headloss.These pipes seriously limited the pressure.Since these pipes were used for a long time,it was advised to replace them by new pipes with larger diameters.After that,the total headloss was 5.5 mH_2O,which was only 36.7% of that before the reconstruction.Meanwhile,the pressure of 97% junctions improved to 20 mH_2O.
Taking Jiangbei Water Distribution System(WDS)of a city in Jilin Province as an example,methods and steps of raising renewal schemes based on hydraulic modeling were discussed.The results showed that the number of junctions with pressure over 20 mH_2O accounted for 72.1% under the highest hour of the maximum day.Hence,the WDS could mainly meet the required pressure.However,there was an area with pressure less than 10 mH_2O at the northern end of the WDS.The reason was that there were three pipes near the water treatment plant,which were 1.47 km in length and 15 mH_2O in headloss.These pipes seriously limited the pressure.Since these pipes were used for a long time,it was advised to replace them by new pipes with larger diameters.After that,the total headloss was 5.5 mH_2O,which was only 36.7% of that before the reconstruction.Meanwhile,the pressure of 97% junctions improved to 20 mH_2O.
引文
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[12]赵新华,张高嫄,庄宝玉,等.基于路径熵的供水管网水质可靠性评价[J].天津大学学报(自然科学与工程技术版),2013,46(9):799-804.
[2]张卫金,王晓兰,李晰.小区庭院给水管网改造设计优化[J].给水排水,2016,42(7):119-121.
[3]马海宁.给水管网水力建模的用水模式研究[J].给水排水,2008,34(1):109-111.
[4]金晔.L市多水源给水管网供水范围预测研究[J].给水排水,2018,44(9):127-134.
[5]张东波,徐海燕,肖敏杰.某高校给水管网改造工程方案设计[J].给水排水,2014,40(1):94-96.
[6]王彤,涂杰,吴芬芬,等.北方某市老城区供水管网低压分析及改造[J].中国给水排水,2018,34(13):62-65.
[7]袁一星,张志军.供水管网较核模型参数估计与求解方法的研究[J].给水排水,2005,31(9):105-111.
[8]Nash G A,Karney B W.Efficient inverse transient analysis in series pipe systems[J].Journal of Hydraulic EngineeringAsce,1999,125(7):761-764.
[9]Kang D,Lansey K.Real-time demand estimation and confidence limit analysis for water distribution systems[J].Journal of Hydraulic Engineering-Asce,2009,135(10):825-837.
[10]Kang D,Lansey K.Demand and roughness estimation in water distribution systems[J].Journal of Water Resources Planning and Management-Asce,2011,137(1):20-30.
[11]王云海,俞国平.给水管网水力模型校正的一种新方法[J].工业用水与废水,2004,35(4):61-63.
[12]赵新华,张高嫄,庄宝玉,等.基于路径熵的供水管网水质可靠性评价[J].天津大学学报(自然科学与工程技术版),2013,46(9):799-804.