CAJ | 학술논문

级间输水河道水位优化对降低梯级调水系统运行能耗，提高系统整体优化运行效益意义重大。该文针对各级并联泵站群初始扬程及提水负荷已定条件下的梯级调水系统优化运行数学模型，考虑级间输水河道特点，采用大系统二级分解-动态规划聚合与河网非恒定流模拟相结合的逐次逼近选优策略，开展梯级泵站群整体优化运行下的级间输水河道水位优化研究，获得满足河道防洪除涝、通航、生态等水位要求的各泵站优化运行方案。该方法既可较快确定各级泵站群给定提水扬程及提水负荷下的优化运行费用，又能较好地降低系统输水过程中输水河道水位变化对泵站既定提水扬程的影响，对进一步开展复杂边界条件下梯级输水系统优化运行研究具有一定理论价值。以南水北调东线江苏境内淮安一、二、四站～淮阴一、三站梯级输水系统为典型实例，在淮安站群初始扬程4.13 m、100%负荷，淮阴站群初始扬程2.7 m、100%负荷条件下，4次数模和2次数模相比站上（下）最大水位差最小，平均为6.51 cm，即3次并联站群优化运行下扬程匹配度最高；确定了对应的各级泵站群机组各时段优化运行叶片安放角或机组转速，获得较泵机组定角恒速运行下7.56%的运行效益；且4次数模下各河道水位变幅最小，平均水位变幅14.9 cm；对应的各河道高低水位值及其出现间隔可满足通航及生态水位要求。
급간수수하도수위우화대강저제급조수계통운행능모，제고계통정체우화운행효익의의중대。해문침대각급병련빙참군초시양정급제수부하이정조건하적제급조수계통우화운행수학모형，고필급간수수하도특점，채용대계통이급분해-동태규화취합여하망비항정류모의상결합적축차핍근선우책략，개전제급빙참군정체우화운행하적급간수수하도수위우화연구，획득만족하도방홍제로、통항、생태등수위요구적각빙참우화운행방안。해방법기가교쾌학정각급빙참군급정제수양정급제수부하하적우화운행비용，우능교호지강저계통수수과정중수수하도수위변화대빙참기정제수양정적영향，대진일보개전복잡변계조건하제급수수계통우화운행연구구유일정이론개치。이남수북조동선강소경내회안일、이、사참～회음일、삼참제급수수계통위전형실례，재회안참군초시양정4.13 m、100%부하，회음참군초시양정2.7 m、100%부하조건하，4차수모화2차수모상비참상（하）최대수위차최소，평균위6.51 cm，즉3차병련참군우화운행하양정필배도최고；학정료대응적각급빙참군궤조각시단우화운행협편안방각혹궤조전속，획득교빙궤조정각항속운행하7.56%적운행효익；차4차수모하각하도수위변폭최소，평균수위변폭14.9 cm；대응적각하도고저수위치급기출현간격가만족통항급생태수위요구。
Water level optimization of water transferring channel has a great significance on reducing operational energy consumption and increasing economic benefit for multi-stage pumping stations system. According to the mathematical model of optimal operation of multi-stage pumping stations with original pumping head and targeted water pumping quantity for each stage of parallel pumping stations, we developed water level optimization in water transferring channel between two stages pumping stations by use of successive approximation optimization method. This method was based on a combination of two stages decomposition-dynamic programming aggregation method and numerical simulation of unsteady flow with the consideration of the water transferring channel characteristics. Firstly, two stages decomposition-dynamic programming aggregation method was applied to solve the mathematical model of daily optimal operation of each stage of parallel pumping stations under a given original pumping head and targeted water quantity. Secondly, the optimal flow process of each pump unit obtained from the model solution were input to the mathematical model of one-dimension unsteady flow as boundary conditions to develop numerical simulation with the consideration of water consumption process of different water users along the water transferring channel. After that, the obtained water level for each stage of pumping stations was compared with the original water level. Meanwhile, the water level of each section in the channel also needed to be determined if it met the requirements of flood control and waterlogged elimination, navigation, and ecology. If all requirements were met, the obtained optimal operation scheme of pumping stations was considered as the optimization scheme. Otherwise, the process would be repeated again. By this successive approximation method, the final optimal operation scheme of multi-stage pumping stations was obtained. With this method above, optimal operation cost of each stage of parallel pumping stations under a given pumping head and targeted water quantity cab was obtained. In this simulation, water level variation of water transferring channel had less impact on pumping head of each pumping station in the system. The results provided a starting point for simulation under more complicated boundary conditions for optimal operation of multi-stage pumping stations. We took No.1, 2, 4 Huai’an parallel pumping stations to No.1, 3 Huaiyin parallel pumping stations as a case study for the above simulation approach. These stations are two-stage pumping stations in Jiangsu Province in Eastern Route of South-to-North Water Transfer Project. Under a typical original head of 4.13 m and 100%load for Huai’an stations, and under a typical original head of 2.7 m and 100%load for Huaiyin stations, there was a minimal average water level difference of 6.51 cm upper (or lower) from numerical simulation between No.4 and No.2 pumping stations, which meant the best matching degree could be obtained by the No.3 optimization of parallel pumping station. The corresponding optimal operation schemes of each pump unit in each time period were obtained with 7.56%optimization benefit compared with operation with fixed blade and constant speed. Besides, there was a minimal average water level difference of 14.9 cm in the whole river network from simulated results. The maximal and minimal water level and their appearing time interval could meet the navigation and ecological water level requirements.