CN111931330A - Generalized calculation method for pipe network drainage process of urban area without pipe network data - Google Patents

Generalized calculation method for pipe network drainage process of urban area without pipe network data Download PDF

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CN111931330A
CN111931330A CN202010565705.3A CN202010565705A CN111931330A CN 111931330 A CN111931330 A CN 111931330A CN 202010565705 A CN202010565705 A CN 202010565705A CN 111931330 A CN111931330 A CN 111931330A
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侯精明
李东来
杨东
李丙尧
马越
姬国强
王添
王峰
高徐军
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Abstract

本发明公开了一种无管网资料城区的管网排水过程概化计算方法，具体包括如下过程：通过实际踏勘测量出所研究区域的街区数、每个街区的雨水井个数、雨水井的分布位置、雨水井的周长；采用基于全水动力法的洪涝过程数值方法计算整体研究区域的地表水深；通过堰流公式初步计算从地表进入单个雨水井的水量，即单个雨水井的排出水量；计算同一街区所属雨水井的总排出水量；根据排水管道的管径和坡度，对同一街区的总排出水量进行限制修正，得到修正后单个雨水井排出水量；将所研究区域的K个街区的所有雨水井排出水量均计算完；在雨水井位置处的地表单元上，计算单个雨水井的净雨速率Rn。本发明可以提高无管网资料城市洪涝过程的模拟精度。

Figure 202010565705

The invention discloses a generalized calculation method for a pipe network drainage process in an urban area without pipe network data, which specifically includes the following process: measuring the number of blocks in the research area, the number of rainwater wells in each block, and the distribution of rainwater wells through actual surveying The location and the perimeter of the rainwater well; the surface water depth of the whole study area is calculated by the flood process numerical method based on the full hydrodynamic method; the water volume entering a single rainwater well from the surface is preliminarily calculated by the weir flow formula, that is, the discharge water volume of a single rainwater well; Calculate the total discharge water volume of the rainwater wells in the same block; according to the pipe diameter and slope of the drainage pipe, limit the total discharge water volume of the same block to obtain the corrected water discharge volume of a single rainwater well; The water discharge volume of the rainwater well is calculated; on the surface unit at the location of the rainwater well, the net rain rate R n of a single rainwater well is calculated. The present invention can improve the simulation accuracy of urban flooding process without pipe network data.

Figure 202010565705

Description

一种无管网资料城区的管网排水过程概化计算方法A generalized calculation method of pipe network drainage process in urban areas without pipe network data

技术领域technical field

本发明属于市政给排水及城市水灾害防范技术领域，涉及一种无 管网资料城区的管网排水过程概化计算方法。The invention belongs to the technical field of municipal water supply and drainage and urban water disaster prevention, and relates to a generalized calculation method of pipe network drainage process in urban areas without pipe network data.

背景技术Background technique

城市洪涝是强降水、外江洪水与潮水顶托、城市蓄洪能力不足、 排水不畅等原因综合造成的地表积水，使得雨水在进入排水系统前 积聚或是因超过城市排水能力而未能进入排水系统产生积水的现象。 随着全球气候变化和城市“热岛效应”的影响，持续性暴雨和特大暴雨 的多次侵袭，对城市排水系统的正常运行造成了不良影响，引发城 市内涝，严重影响城市的有序运行，致使城市遭受自然灾害的概率 极剧上升。为缓解日益严重的城市洪涝问题，我国自2013年开始推 行海绵城市理念，大力建设海绵措施，包括修建雨水花园、绿色屋 顶和透水铺装以及实行雨污分流等措施。Urban floods are surface water accumulation caused by the combination of heavy precipitation, external river floods and tidal support, insufficient urban flood storage capacity, and poor drainage. The phenomenon of water accumulation in the drainage system. With the influence of global climate change and the urban "heat island effect", the repeated attacks of persistent and heavy rainstorms have adversely affected the normal operation of the urban drainage system, caused urban waterlogging, and seriously affected the orderly operation of the city, resulting in The probability of cities suffering from natural disasters has increased dramatically. In order to alleviate the increasingly serious urban flooding problem, my country has implemented the concept of sponge city since 2013, and vigorously built sponge measures, including the construction of rain gardens, green roofs and permeable pavements, and the implementation of rain and sewage diversion measures.

城市排水管网系统是现代城市地区在降雨期间排泄雨水的重要 基础设施，在洪涝发生时起到雨水收集和输送的作用，管网排水能力 的计算对于城市洪涝过程的模拟至关重要。然而在一些城市区域，尤 其是老旧城区，完整的排水管网资料获取极为困难，主要原因为城市 管网资料经常会由于年代久远而丢失，甚至一开始就没有保存原始管 网数据；有时即使有管网设计图，但由于施工期间设计单位多、协调 难度大，存在大量管线交叉关系，会出现实际布设情况与设计图纸不 一致的问题；某些地区实际管网由于长期运行没有得到及时有效清理 而发生管网堵塞情况也会发生。近年来可通过管道无人机实际测量管 网布设情况，但该方法代价大效率低，一般项目难以负担大范围的实 际管网测量。此外对于大范围管网密集区域管网模型建立也比较困难。 可见管网资料缺失以及管网结构概化方法不足，严重制约着城市雨洪 模拟影响的定量评价，探索并建立一套无管网资料区排水过程概化计 算方法对城市洪涝过程模拟预测至关重要。The urban drainage pipe network system is an important infrastructure for the drainage of rainwater in modern urban areas during rainfall. It plays the role of rainwater collection and transportation in the event of floods. The calculation of the drainage capacity of the pipe network is very important for the simulation of the urban flood process. However, in some urban areas, especially in old urban areas, it is extremely difficult to obtain complete drainage pipe network data. There are pipe network design drawings, but due to the large number of design units and the difficulty of coordination during the construction period, there are a large number of pipeline cross-relationships, and there will be a problem that the actual layout is inconsistent with the design drawings; the actual pipe network in some areas has not been timely and effectively cleaned up due to long-term operation And the occurrence of pipe network blockage will also occur. In recent years, it is possible to actually measure the layout of the pipe network by means of a pipeline drone, but this method is costly and inefficient, and it is difficult for general projects to afford a wide range of actual pipe network measurements. In addition, it is also difficult to establish a pipeline network model for a large-scale pipeline network in a dense area. It can be seen that the lack of pipe network data and the insufficient generalization method of pipe network structure seriously restrict the quantitative evaluation of the impact of urban flood simulation. Exploring and establishing a set of generalized calculation methods for drainage process in areas without pipe network data is crucial to the simulation and prediction of urban flood process. important.

发明内容SUMMARY OF THE INVENTION

本发明的目的是提供一种无管网资料城区的管网排水过程概化 计算方法，该方法可以提高无管网资料城市洪涝过程的模拟精度。The purpose of the present invention is to provide a generalized calculation method for the drainage process of pipe network in urban areas without pipe network data, which can improve the simulation accuracy of flood process in cities without pipe network data.

本发明所采用的技术方案是，一种无管网资料城区的管网排水过 程概化计算方法，具体包括如下步骤：The technical scheme adopted in the present invention is a generalized calculation method for the drainage process of a pipe network in an urban area without pipe network data, which specifically includes the following steps:

步骤1，通过实际踏勘测量出所研究区域的街区数K、每个街区 的雨水井个数、雨水井的分布位置、雨水井的周长lI；Step 1, measure the block number K of the research area, the number of rainwater wells in each block, the distribution position of the rainwater well, the perimeter l l of the rainwater well by actual surveying;

步骤2，采用基于全水动力法的洪涝过程数值方法计算整体研究 区域的地表水深；Step 2, using the flood process numerical method based on the full hydrodynamic method to calculate the surface water depth of the overall study area;

步骤3，基于步骤2所得的地表水深，通过堰流公式初步计算从 地表进入单个雨水井的水量，即单个雨水井的排出水量qI；Step 3, based on the surface water depth obtained in step 2, preliminary calculation by the weir flow formula enters the water volume of the single rainwater well from the surface, i.e. the discharge water volume qI of the single rainwater well;

步骤4，计算同一街区所属雨水井的总排出水量Qm；Step 4, calculate the total discharge water Q m of the rainwater wells belonging to the same block;

步骤5，根据排水管道的管径和坡度，对步骤4计算所得的同一 街区的总排出水量进行限制修正，得到修正后单个雨水井排出水量；Step 5, according to the pipe diameter and slope of the drainage pipeline, limit and correct the total discharge water volume of the same block calculated in step 4, and obtain the water discharge volume of a single rainwater well after the correction;

步骤6，重复步骤4～5，直至将步骤1确定的所研究区域的K个 街区的所有雨水井排出水量均计算完为止；Step 6, repeat steps 4 to 5, until all the drainage water volumes of all rainwater wells in the K blocks of the study area determined in step 1 have been calculated;

步骤7，在雨水井位置处的地表单元上，计算单个雨水井计算单 元的净雨速率Rn。Step 7, on the surface unit at the location of the rainwater well, calculate the net rain rate Rn of a single rainwater well computing unit.

本发明的特点还在于，The present invention is also characterized in that,

步骤2的具体过程为：通过求解如下二维浅水方程组计算地表水 深h：The specific process of step 2 is: calculating the surface water depth h by solving the following two-dimensional shallow water equations:

Figure BDA0002547758330000031
Figure BDA0002547758330000031

其中，t为时间，单位s；R为净雨速率；q为变量矢量包括水 深h，两个方向上的单宽流量qx和qy；u、v为x、y方向上的流速； f、g为x、y方向上的通量矢量；S为源项矢量，包括降雨或下渗源 项i、底坡源项及摩阻力源项；zb为河床底面高程，m；Cf为谢才系 数，Cf＝gn2/h1 /3，其中n为曼宁系数，其中R＝i-f，i为降雨雨强， f下渗强度。Among them, t is the time, the unit is s; R is the net rain rate; q is the variable vector including the water depth h, the single-width flow q x and q y in two directions; u and v are the flow rates in the x and y directions; f , g are the flux vectors in the x and y directions; S is the source term vector, including the rainfall or infiltration source term i, the bottom slope source term and the frictional resistance source term; z b is the bottom elevation of the river bed, m; C f is the Xie Cai coefficient, C f =gn 2 /h 1 /3 , where n is the Manning coefficient, where R=if, i is the rainfall intensity, and f is the infiltration intensity.

步骤3的具体过程为：通过如下公式(2)计算从地表进入单个雨水 井的水量，即单个雨水井的排水量qI，单位为m3/s：The specific process of step 3 is: Calculate the amount of water entering a single rainwater well from the surface by the following formula (2), that is, the discharge volume q I of a single rainwater well, in m 3 /s:

Figure BDA0002547758330000041
Figure BDA0002547758330000041

其中，

Figure BDA0002547758330000042
为堰流系数；lI为雨水井周长，单位m，h为地表水深，单 位m。in,
Figure BDA0002547758330000042
is the weir flow coefficient; l I is the perimeter of the rainwater well, in m, and h is the surface water depth, in m.

步骤4的具体过程为：通过如下公式(3)计算同一街区所属雨 水井的总排水量Qm：The specific process of step 4 is: Calculate the total drainage Q m of the rainwater wells belonging to the same block by the following formula (3):

Figure BDA0002547758330000043
Figure BDA0002547758330000043

其中，m为管网的ID，N为该街区的雨水井数量，j为该街区的雨水 井ID。Among them, m is the ID of the pipe network, N is the number of rainwater wells in the block, and j is the ID of the rainwater wells in the block.

步骤5的具体过程为：The specific process of step 5 is:

步骤5.1，确定排水管道管径dp、坡度ipipe，根据排水管道材料 确定管道糙率np；Step 5.1, determine the diameter dp and slope ipipe of the drainage pipe , and determine the pipe roughness np according to the material of the drainage pipe;

步骤5.2，通过如下公式(4)计算排水管道满管时的最大管道流 量QPmax：Step 5.2, calculate the maximum pipe flow Q Pmax when the drainage pipe is full by the following formula (4):

Figure BDA0002547758330000044
Figure BDA0002547758330000044

步骤5.3，将步骤5.2所得的最大管道流量和步骤4所得的总排 出水量Qm进行比较，具体为：In step 5.3, compare the maximum pipeline flow obtained in step 5.2 with the total discharge water volume Q m obtained in step 4, specifically:

若Qm＜QPmaxm，则不需要对该管网的雨水口地表入流进行修正， 可直接进行步骤6；If Q m <Q Pmaxm , there is no need to correct the surface inflow of the stormwater inlet of the pipe network, and step 6 can be directly performed;

若Qm＞QPmaxm，则需要对该管网的雨水口入流进行修正，需实施 步骤5.4；If Q m >Q Pmaxm , the inflow of the rainwater inlet of the pipe network needs to be corrected, and step 5.4 needs to be implemented;

步骤5.4，根据步骤3中通过堰流公式初步计算出的单个雨水井 排出水量，按照最大管道流量和管道初步排出水量比值进行削减，具 体通过如下公式(5)进行修正：Step 5.4, according to the discharge water volume of a single rainwater well calculated preliminarily by the weir flow formula in step 3, it is reduced according to the ratio of the maximum pipeline flow rate and the preliminary water discharge volume of the pipeline, and is specifically corrected by the following formula (5):

Figure BDA0002547758330000051
Figure BDA0002547758330000051

其中qInlet为修正后的雨水井排出量。where q Inlet is the corrected rainwater well discharge.

步骤7的具体过程为：通过如下公式(6)计算单个雨水井的净 雨速率Rn：The specific process of step 7 is: calculate the net rain rate R n of a single rain well by the following formula (6):

Figure BDA0002547758330000052
Figure BDA0002547758330000052

其中，As为雨水井所在的单元面积，n为雨水井编号。Among them, As is the unit area where the rainwater well is located, and n is the number of the rainwater well.

本发明的有益效果是，本发明的一种无管网资料城区的管网排水 过程概化计算方法，通过仅在雨水井计算单元内增加管网汇项实现管 网过程概化模拟计算，并可根据街区管网排水标准对排出水量进行修 正，方法简单、便于实现，可对无管网资料区洪涝过程精确概化模拟。The beneficial effect of the present invention is that the generalized calculation method of the pipe network drainage process in the urban area without pipe network data of the present invention realizes the generalized simulation calculation of the pipe network process by only adding the pipe network sink item in the rainwater well calculation unit, and realizes the generalized simulation calculation of the pipe network process. The amount of discharged water can be corrected according to the drainage standard of the block pipe network. The method is simple and easy to implement, and it can accurately generalize the flood process in the area without pipe network data.

附图说明Description of drawings

图1是本发明一种无管网资料城区的管网排水过程概化计算方 法的实施例中的西咸新区沣西新城2016年8月25日降雨下实测积水 与本方法计算的积水过程对比图；Fig. 1 is an embodiment of the generalized calculation method of pipe network drainage process in urban areas without pipe network data according to the present invention, the actual measured stagnant water under the rainfall of Fengxi New Town, Xixian New District on August 25, 2016 and the stagnant water calculated by this method Process comparison chart;

图2是本发明一种无管网资料城区的管网排水过程概化计算方 法的实施例中的沣西新城在设计降雨下耦合模型与本方法的积水过 程对比图。Fig. 2 is a comparison diagram of the coupling model of Fengxi New City under the design rainfall and the water accumulation process of this method in the embodiment of the generalized calculation method of the pipeline network drainage process in the urban area without pipeline network data of the present invention.

具体实施方式Detailed ways

下面结合附图和具体实施方式对本发明进行详细说明。The present invention will be described in detail below with reference to the accompanying drawings and specific embodiments.

本发明一种无管网资料城区的管网排水过程概化计算方法，具体 包括如下步骤：A method for generalized calculation of pipeline network drainage process in urban areas without pipeline network data of the present invention specifically includes the following steps:

步骤1，通过实际踏勘测量或参考相关规范和文献概化出所研究 区域的街区数K、每个街区的雨水井个数、雨水井的分布位置、雨水 井的周长lI；Step 1, generalize the number of blocks K, the number of rainwater wells in each block, the distribution position of rainwater wells, the perimeter lI of the rainwater wells in the study area by actual survey measurement or with reference to relevant norms and documents;

雨水井信息可通过实际调查获取，也可通过相关规范或文献进行 取值，如雨水井口间距宜为25m～50m，当道路纵坡大于0.02时，雨 水井口间距可大于50m。The information of rainwater wells can be obtained through actual investigation, and can also be valued through relevant specifications or literature. For example, the spacing between rainwater wells should be 25m to 50m. When the longitudinal slope of the road is greater than 0.02, the spacing between rainwater wells can be greater than 50m.

步骤2，采用基于全水动力法的洪涝过程数值方法计算整体研究 区域的地表水深；Step 2, using the flood process numerical method based on the full hydrodynamic method to calculate the surface water depth of the overall study area;

步骤2中通过全水动力法的洪涝过程数值模型的计算水深的方 法为：模型通过联立求解二维浅水方程组(简称SWEs)计算区域水 深。求解过程中忽略了运动黏性项、紊流黏性项、风应力和科氏力， 二维非线性浅水方程的守恒格式可用如下的矢量形式如公式1所示：In step 2, the method for calculating the water depth of the numerical model of the flood process by the full hydrodynamic method is as follows: the model calculates the regional water depth by simultaneously solving two-dimensional shallow water equations (SWEs for short). The kinematic viscosity term, turbulent viscosity term, wind stress and Coriolis force are ignored in the solution process. The conservation format of the two-dimensional nonlinear shallow water equation can be expressed in the following vector form as shown in Equation 1:

Figure RE-GDA0002680092620000061
Figure RE-GDA0002680092620000061

式中，t为时间，s；R——为净雨速率，等于降雨强度减去入 渗速率及管网排出水量；q为变量矢量包括水深h，两个方向上的单 宽流量qx和qy；u、v为x、y方向上的流速；f、g为x、y方向上 的通量矢量；S——源项矢量，包括降雨或下渗源项R、底坡源项及 摩阻力源项；zb为河床底面高程，m；Cf为谢才系数，Cf＝gn2/h1/3， 其中n为曼宁系数。通过上述方法计算地表汇流演进过程，得到地 表计算单元水深。其中R＝i-f，i为降雨雨强，f下渗强度，本发明主要通过在R中增加雨水井汇项实现管网排水过程概化模拟。In the formula, t is the time, s; R—— is the net rainfall rate, which is equal to the rainfall intensity minus the infiltration rate and the discharge water volume of the pipe network; q is the variable vector including the water depth h, the single-width flow q x and q y ; u and v are the flow velocity in the x and y directions; f and g are the flux vectors in the x and y directions; S is the source term vector, including the rainfall or infiltration source term R, the bottom slope source term and The friction resistance source term; z b is the elevation of the bottom of the river bed, m; C f is the Xie Cai coefficient, C f =gn 2 /h 1/3 , where n is the Manning coefficient. Through the above method, the evolution process of the surface confluence is calculated, and the water depth of the surface calculation unit is obtained. Wherein R=if, i is rainfall intensity, f infiltration intensity, the present invention mainly realizes generalized simulation of pipeline network drainage process by adding rainwater well sink item in R.

步骤3，基于步骤2所得的地表水深，通过堰流公式初步计算从 地表进入单个雨水井的水量，即单个雨水井的排出水量qI；Step 3, based on the surface water depth obtained in step 2, preliminary calculation by the weir flow formula enters the water volume of the single rainwater well from the surface, i.e. the discharge water volume qI of the single rainwater well;

步骤3的具体过程为：通过如下公式(2)计算从地表进入单个 雨水井的水量，即单个雨水井的排水量qI，单位为m3/s：The specific process of step 3 is: Calculate the amount of water entering a single rainwater well from the surface by the following formula (2), that is, the discharge volume q I of a single rainwater well, in m 3 /s:

Figure BDA0002547758330000073
Figure BDA0002547758330000073

其中，

Figure BDA0002547758330000074
为堰流系数；lI为雨水井周长，单位m；h为地表水深，单 位m。in,
Figure BDA0002547758330000074
is the weir flow coefficient; l I is the perimeter of the rainwater well, in m; h is the surface water depth, in m.

步骤4，计算同一街区所属雨水井的总排出水量Qm；Step 4, calculate the total discharge water Q m of the rainwater wells belonging to the same block;

步骤4的具体过程为：通过如下公式(3)计算同一街区所属雨 水井的总排水量Qm：The specific process of step 4 is: Calculate the total drainage Q m of the rainwater wells belonging to the same block by the following formula (3):

Figure BDA0002547758330000081
Figure BDA0002547758330000081

其中，m为管网的ID，N为该街区的雨水井数量，j为该街区的雨水 井ID。Among them, m is the ID of the pipe network, N is the number of rainwater wells in the block, and j is the ID of the rainwater wells in the block.

步骤5，根据排水管道的管径和坡度，对步骤4计算所得的同一 街区的总排出水量进行限制修正，得到修正后单个雨水井排出水量； 步骤5的具体过程为：Step 5, according to the pipe diameter and slope of the drainage pipeline, limit and correct the total discharge water volume of the same block calculated in step 4, and obtain the water discharge volume of a single rainwater well after the correction; The specific process of step 5 is:

步骤5.1，参考相关规范确定排水管道管径dp、坡度ipipe，根据 排水管道材料确定管道糙率np；Step 5.1, determine the diameter d p and slope i pipe of the drainage pipe with reference to the relevant specifications, and determine the roughness n p of the pipe according to the material of the drainage pipe;

管道粗糙系数根据不同材质取值不同，钢管粗糙系数取值为 0.012、陶土管和铸铁管粗糙系数取0.013、混凝土管道粗糙系数取 0.013～0.014，综上管道粗糙可取0.012～0.014。The roughness coefficient of the pipeline is different according to different materials. The roughness coefficient of the steel pipe is 0.012, the roughness coefficient of the clay pipe and the cast iron pipe is 0.013, and the roughness coefficient of the concrete pipe is 0.013~0.014. In summary, the roughness of the pipe is 0.012~0.014.

步骤5.2，通过如下公式(4)计算排水管道满管时的最大管道流 量QPmax：Step 5.2, calculate the maximum pipe flow Q Pmax when the drainage pipe is full by the following formula (4):

Figure BDA0002547758330000082
Figure BDA0002547758330000082

步骤5.3，将步骤5.2所得的最大管道流量和步骤4所得的总排 出水量Qm进行比较，具体为：In step 5.3, compare the maximum pipeline flow obtained in step 5.2 with the total discharge water volume Q m obtained in step 4, specifically:

若Qm＜QPmaxm，则不需要对该管网的雨水口地表入流进行修正， 可直接进行步骤6；If Q m <Q Pmaxm , there is no need to correct the surface inflow of the stormwater inlet of the pipe network, and step 6 can be directly performed;

若Qm＞QPmaxm，则需要对该管网的雨水口入流进行修正，需实施 步骤5.4；If Q m >Q Pmaxm , the inflow of the rainwater inlet of the pipe network needs to be corrected, and step 5.4 needs to be implemented;

步骤5.4，根据步骤3中通过堰流公式初步计算出的单个雨水井 排出水量，按照最大管道流量和管道初步排出水量比值进行削减，具 体通过如下公式(5)进行修正：Step 5.4, according to the discharge water volume of a single rainwater well calculated preliminarily by the weir flow formula in step 3, it is reduced according to the ratio of the maximum pipeline flow rate and the preliminary water discharge volume of the pipeline, and is specifically corrected by the following formula (5):

Figure BDA0002547758330000091
Figure BDA0002547758330000091

其中qInlet为修正后的雨水井排出量。where q Inlet is the corrected rainwater well discharge.

步骤6，重复步骤4～5，直至将步骤1确定的所研究区域的K个 街区的所有雨水井排出水量均计算完为止；Step 6, repeat steps 4 to 5, until all the drainage water volumes of all rainwater wells in the K blocks of the study area determined in step 1 have been calculated;

步骤7，在雨水井位置处的地表单元上，计算单个雨水井的净雨 速率Rn。Step 7, on the surface unit at the location of the rainwater well, calculate the net rain rate Rn of a single rainwater well.

步骤7的具体过程为：通过如下公式(6)计算单个雨水井的净 雨速率Rn：The specific process of step 7 is: calculate the net rain rate R n of a single rain well by the following formula (6):

Figure BDA0002547758330000092
Figure BDA0002547758330000092

其中，As为雨水井所在的单元面积，n为雨水井编号。Among them, As is the unit area where the rainwater well is located, and n is the number of the rainwater well.

本发明在计算管网最大排水能力时，主要以一个街区或片区进行 概化计算，对于仅有几个雨水井的区域可不进行修正。When calculating the maximum drainage capacity of the pipe network in the present invention, the generalized calculation is mainly carried out in one block or area, and no correction is required for the area with only a few rainwater wells.

西咸新区沣西新城作为我国首批国家海绵城市建设试点，研究区 域内布设有完善的监测设备，内涝监测也比较成熟，本方法以该区域 为例，计算该地区内涝积水过程。Fengxi New Town in Xixian New Area is one of the first national sponge city construction pilots in my country. The study area is equipped with complete monitoring equipment, and waterlogging monitoring is relatively mature. This method takes this area as an example to calculate the process of waterlogging and accumulation in this area.

首先对区域雨水井和管网进行概化，该区域共计81个雨水节点，4个出口和81条管道，其中管道管径为0.8m。并选取2016年8月 25日实测降雨对参数进行率定，总降雨量共计66mm，最大雨强为 65.4mm/h。经核算该场次降雨为50年一遇重现期，在第五小时测得 积水点处的积水面积为1600m2。采用本发明方法对该场次降雨径流 过程进行模拟，地表积水过程与实测数据如图1所示，本发明方法与 实测积水吻合度较高。Firstly, the regional rainwater wells and pipe network are generalized. There are 81 rainwater nodes, 4 outlets and 81 pipes in this area, and the pipe diameter is 0.8m. The measured rainfall on August 25, 2016 was selected to calibrate the parameters. The total rainfall was 66 mm, and the maximum rainfall intensity was 65.4 mm/h. According to the calculation, the rainfall of this event is a 50-year return period, and the water accumulation area at the water accumulation point was measured at the fifth hour to be 1600m 2 . The method of the present invention is used to simulate the process of rainfall and runoff in this field. The process of surface water accumulation and the measured data are shown in Figure 1. The method of the present invention is in good agreement with the measured water accumulation.

如图2所示，为本方法在2年一遇重现期降雨下的地表积水过程 和考虑完整管网的耦合模型计算结果对比，最终积水面积相较于耦合 模型误差仅为6.52％，再次验证了本发明的计算精度。As shown in Figure 2, the surface water accumulation process of this method under the rainfall of the 2-year return period is compared with the calculation results of the coupling model considering the complete pipeline network. The error of the final water accumulation area is only 6.52% compared with the coupling model. , which verifies the calculation accuracy of the present invention again.

Claims (6)

1. A generalized calculation method for a pipe network drainage process in a non-pipe network data urban area is characterized by comprising the following steps: the method specifically comprises the following steps:
step 1, measuring the block number K of a research area, the number of catch basins of each block, the distribution position of the catch basin and the perimeter l of the catch basin through actual reconnaissanceI；
Step 2, calculating the surface water depth of the whole research area by adopting a flood process numerical method based on a full-hydropower method;
step 3, based on the surface water depth obtained in the step 2, preliminarily calculating the water quantity entering a single rainwater well from the surface through a weir flow formula, namely the drainage water quantity q of the single rainwater wellI；
Step 4, calculating the total drainage water yield Q of catch basins belonging to the same blockm；
Step 5, according to the pipe diameter and the gradient of the drainage pipeline, limiting and correcting the total drainage water volume of the same block calculated in the step 4 to obtain the drainage water volume of a single rainwater well after correction;
step 6, repeating the steps 4-5 until the drainage water amount of all the rainwater wells of K blocks in the researched area determined in the step 1 is calculated;
step 7, calculating the net rain rate R of a single rainwater well on the surface unit at the position of the rainwater welln。
2. The method of claim 1, wherein the method comprises the following steps: the specific process of the step 2 is as follows: calculating the surface water depth h by solving the following two-dimensional shallow water equation:
Figure FDA0002547758320000021
wherein t is time in units of s; r is the net rain rate; q is a variable vector and comprises water depth h and single wide flow q in two directionsxAnd q isy(ii) a u and v are flow velocities in the x and y directions; f. g is a flux vector in the x and y directions; s is a source term vector which comprises a rainfall or infiltration source term i, a bottom slope source term and a frictional resistance source term; z is a radical ofbIs the riverbed bottom elevation, m; cfTo decline the competence coefficient, Cf＝gn2/h1/3Wherein n is a Manning coefficient, wherein R is i-f, i is rainfall intensity, and f is infiltration intensity.
3. The method of claim 2, wherein the method comprises the following steps: the specific process of the step 3 is as follows: calculating the water quantity entering the single rainwater well from the ground surface by the following formula (2), namely the water discharge q of the single rainwater wellIUnit is m3/s：
Figure FDA0002547758320000022
Wherein,
Figure FDA0002547758320000023
is the weir flow coefficient; lIThe unit m is the perimeter of the catch basin, and the unit h is the surface water depth and the unit m.
4. The method of claim 3, wherein the method comprises the following steps: the specific process of the step 4 is as follows: calculating the total water discharge Q of the catch basin belonging to the same block by the following formula (3)m：
Figure FDA0002547758320000024
Wherein m is the ID of the pipe network, N is the number of catch basins of the block, and j is the ID of the catch basin of the block.
5. The method of claim 4, wherein the method comprises the following steps: the specific process of the step 5 is as follows:
step 5.1, determining the pipe diameter d of the drainage pipelinepSlope ipipeDetermining the roughness n of the pipe according to the material of the drainage pipep；
Step 5.2, calculating the maximum pipeline flow Q when the drainage pipeline is full through the following formula (4)Pmax：
Figure FDA0002547758320000031
Step 5.3, the maximum pipeline flow obtained in the step 5.2 and the total drainage water quantity Q obtained in the step 4 are mixedmComparing, specifically:
if Qm＜QPmaxmStep 6 can be directly carried out without correcting the inflow on the surface of the rain inlet of the pipe network;
if Qm＞QPmaxmThen need to be applied to the gutter inlet of the pipe networkInflow correction, step 5.4 is needed;
step 5.4, according to the single rainwater well drainage water yield preliminarily calculated by the weir flow formula in the step 3, reducing according to the ratio of the maximum pipeline flow and the preliminary drainage water yield of the pipeline, and specifically correcting by the following formula (5):
Figure FDA0002547758320000032
wherein q isInletThe corrected drainage quantity of the catch basin is obtained.
6. The method of claim 5, wherein the method comprises the following steps: the specific process of the step 7 is as follows: calculating a net rain rate R of a single rainwater well by the following formula (6)n：
Figure FDA0002547758320000033
Wherein A issAnd n is the number of the catch basin.
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