Design method of waterlogging prevention and control facility

Abstract

The present application relates to the technical field of hydraulic engineering design, and particularly relates to a design method of waterlogging prevention and control facilities, comprising: S1: for a region to be planned, a coupled drainage model is constructed, and the coupled drainage model is simulated to obtain a total waterlogging water quantity of the region and storage and drainage facility parameters; S2: the predetermined drainage facilities of the region to be planned are adjusted according to the storage and drainage facility parameters, then S1 is returned, until the simulation result output by S1 meets a predetermined waterlogging prevention and control standard, the current predetermined drainage facilities are taken as a planning scheme associated with the region to be planned, and the planning scheme is output. The beneficial effect is that the coupled drainage model is constructed, the total waterlogging water quantity of the region is obtained by simulation, and then the storage and drainage facility parameters are generated according to the total waterlogging water quantity in the overall region, so that the planning effect of the facilities in the region is better, and the problem that the existing technology only designs the single drainage facility and may cause repeated design on the overall regional level is avoided.

Description

TECHNICAL FIELD

[0001] The present application relates to the technical field of water conservancy facility design, and particularly relates to a design method of an inner waterlogging prevention facility. BACKGROUND

[0002] City waterlogging seriously affects people's production and life, and even endangers people's life and property safety. Controlling city waterlogging is a specific measure of putting ecology and safety in a more prominent position. Under such a background, reasonably determining the scale of various types of city waterlogging prevention facilities becomes an important factor affecting the formulation of drainage and waterlogging prevention schemes, system layout and engineering investment.

[0003] In the prior art, the calculation of the design scale of the waterlogging prevention facility is mainly based on the reasoning formula method. Based on the given waterlogging prevention design standard, various types of waterlogging prevention facilities, such as drainage pipes and channels, drainage channels and storage facilities, are calculated to determine the design scale of the related facilities, and then the facilities are designed according to the design scale.

[0004] However, in the actual implementation process, the inventor finds that the above scheme is usually based on the existing waterlogging prevention standard and the related calculation standard in the specification system to quickly obtain the design calculation result of the corresponding facility, but the defect is that the system composed of the above facilities cannot be calculated and scaled from the overall perspective of regional waterlogging prevention, which leads to possible repeated construction and investment waste, and reduces the connection between systems and the overall operation efficiency. SUMMARY

[0005] In view of the above problems in the prior art, a design method of an inner waterlogging prevention facility is provided.

[0006] The specific technical scheme is as follows:

[0007] A design method of an inner waterlogging prevention facility, the design method is simulated for a to-be-planned area, and the to-be-planned area is pre-planned and designed with a plurality of predetermined drainage facilities;

[0008] The design method comprises:

[0009] Step S1: for the to-be-planned area, a coupled drainage model is constructed, and the coupled drainage model is simulated to obtain a regional total waterlogging amount and a storage and drainage facility parameter;

[0010] The storage and drainage facility parameter comprises: a peak one-hour flow of a surface drainage channel, a storage facility scale and a terminal drainage pump station scale.

[0011] Step S2: adjusting the predetermined drainage facilities of the region to be planned according to the storage and drainage facility parameters, and then returning to the step S1 until the simulation result output by the step S1 meets the predetermined waterlogging prevention standard, and then outputting the current predetermined drainage facilities as a planning scheme associated with the region to be planned.

[0012] Preferably, in the step S1, the method for generating the total waterlogging amount of the region comprises:

[0013] Step A11: constructing a coupled drainage model for a region to be planned;

[0014] Step A12: simulating the coupled drainage model in a pre-designed rainfall event to obtain a flow in each simulation time step;

[0015] Step A13: generating a unit step total pipe channel flow according to all the flows in the simulation time steps;

[0016] Step A14: generating a unit step total waterlogging amount of a region according to the unit step total pipe channel flow;

[0017] Step A15: generating the total waterlogging amount of the region according to the unit step total waterlogging amount of the region.

[0018] Preferably, in the step A13, the method for generating the unit step total pipe channel flow according to all the unit simulation flows comprises:

[0019]

[0020] In the formula:

[0021] Q tp-k is the unit step total pipe channel flow, and the unit is m 3 ;

[0022] V p-i is the flow in the simulation time step of the i-th rainwater pipe channel outlet in the coupled drainage model, and the unit is m 3 / s;

[0023] t is the simulation time step, and the unit is min;

[0024] i is the outlet number of the rainwater pipe channel outlet;

[0025] n is the total number of the rainwater pipe channel outlets.

[0026] Preferably, in the step A14, the method for generating the unit step total waterlogging amount of the region according to the unit step total pipe channel flow comprises:

[0027] Q t-k= 10V s-k φF-Q tp-k ;

[0028] wherein:

[0029] Q t-k is the total waterlogging water quantity of the unit step length area, in units of m 3 ;

[0030] V s-k is the designed rainfall in the simulation time step t, in units of mm;

[0031] is the comprehensive runoff coefficient;

[0032] F is the waterlogging runoff range area, in units of ha;

[0033] Q tp-k is the total pipe channel flow of the unit step length, in units of m 3 ;

[0034] Preferably, in the step A15, the method for generating the total waterlogging water quantity of the area according to the total waterlogging water quantity of the unit step length area comprises:

[0035]

[0036] wherein:

[0037] Q is the total waterlogging water quantity of the area, in units of m 3 ;

[0038] Q t-k is the total waterlogging water quantity of the unit step length area, in units of m 3 ;

[0039] K is the simulation time step period number;

[0040] N is the total number of simulation time step intervals.

[0041] Preferably, in the step S1, after the step A12 is performed, a storage and drainage facility parameter calculation process is further included, for obtaining the storage and drainage facility parameter according to the intermediate data in the rainfall event, and the storage and drainage facility parameter calculation process comprises:

[0042] Step B11: obtaining intermediate data recorded when the rainfall event is performed, and generating the peak one-hour flow of the surface row discharge channel according to the intermediate data;

[0043] Step B12: generating the storage and regulation facility scale according to the peak one-hour flow;

[0044] Step B13: generating the end waterlogging drainage pump station scale according to the storage and regulation facility scale.

[0045] Preferably, in step B11, the method for generating the peak one-hour flow rate based on the intermediate data includes:

[0046] Q x-i =3600A i C i (R i I i ) 1 / 2 ;

[0047] In the formula:

[0048] Q x-i For the peak hourly flow rate of the surface drainage channel described in the i-th paragraph, m 3 ;

[0049] A i Let m be the cross-sectional area of ​​the surface drainage channel described in the i-th paragraph. 2 ;

[0050] C i The unloading coefficient of the surface drainage channel described in the i-th segment;

[0051] R i The hydraulic radius of the surface drainage channel described in the i-th paragraph is in meters.

[0052] I i The slope of the surface drainage channel described in the i-th segment

[0053] The calculated water depth of the surface drainage channel is between 0.15 and 0.3 m.

[0054] Preferably, in step B12, the method for generating the scale of the storage facility based on the peak hourly flow rate includes:

[0055] Q s-i =Q xt-i +Q zt-i -Q x-i ;

[0056] In the formula:

[0057] Q s-i For the required storage and regulation facility scale mentioned in the i-th paragraph, m 3 ;

[0058] Q xt-i The total floodwater volume within the catchment area of ​​the surface drainage channel described in the i-th paragraph, m 3 ;

[0059] Q zt-i The total upstream water volume transferred through the surface drainage channel described in the i-th paragraph is m. 3 ;

[0060] Q x-i Q 3 .

[0061] Preferably, in the step S3, the adjusting the auxiliary storage facilities according to the storage facility size comprises:

[0062] When the required storage facility size of the ith section is negative, the surface runoff channel of the ith section does not need to increase the auxiliary storage facilities;

[0063] When the required storage facility size of the ith section is positive, the surface runoff channel of the ith section increases the auxiliary storage facilities;

[0064] The auxiliary storage facilities are set according to the rainwater pipe channel and underlying surface conditions of the surface runoff channel of the ith section.

[0065] Preferably, in the step B13, the method for generating the end drainage pumping station size according to the storage facility size comprises:

[0066] Q L = (Q P -Q ox -Q s )T p -1 ;

[0067] In the formula:

[0068] Q L is the drainage pumping station size, m 3 / h;

[0069] Q p is the total waterlogging water amount in the waterlogging water production range in the peak one hour, m 3 ;

[0070] Q ox is the waterlogging water amount entering the water body through the surface runoff channel, m 3 ;

[0071] Q s is the storage waterlogging water amount, m 3 ;

[0072] T P is the peak period, 1h.

[0073] The above technical scheme has the following advantages or beneficial effects: by constructing the coupled drainage model, the total waterlogging amount of the region is obtained by simulation, and the storage and drainage facility parameters are generated from the total waterlogging amount of the region, so that better planning effect of the facilities in the region is realized, and the problem that repeated design may be caused on the overall regional level in the prior art by only designing a single drainage facility is avoided. BRIEF DESCRIPTION OF DRAWINGS

[0074] The embodiments of the present application will be described in more detail with reference to the accompanying drawings. However, the accompanying drawings are only used for illustration and explanation, and do not constitute a limitation on the scope of the present application.

[0075] Figure 1 It is a schematic diagram of the overall embodiment of the present application.

[0076] Figure 2 It is a schematic diagram of the total waterlogging amount calculation process in the embodiment of the present application.

[0077] Figure 3 It is a schematic diagram of the storage and drainage facility parameter calculation process in the embodiment of the present application.

[0078] Figure 4 It is a schematic diagram of the drainage model in the embodiment of the present application. DETAILED DESCRIPTION

[0079] The technical solutions in the embodiments of the present application will be described in detail below with reference to the drawings of the embodiments of the present application. Obviously, the described embodiments are only a part of the embodiments of the present application, not all the embodiments. Based on the embodiments in the present application, all other embodiments obtained by those skilled in the art without creative labor fall within the scope of protection of the present application.

[0080] It should be noted that the embodiments in the present application and the features in the embodiments can be combined with each other without conflict.

[0081] The present application will be further described below with reference to the drawings and specific embodiments, but is not limited by the present application.

[0082] The present application includes:

[0083] A design method of waterlogging prevention and control facilities, the design method simulates a to-be-planned region, and the to-be-planned region is pre-planned and designed with a plurality of predetermined drainage facilities;

[0084] As shown in the formula: Figure 1 The design method includes:

[0085] Step S1: for the to-be-planned region, a coupled drainage model is constructed, and the coupled drainage model is simulated to obtain a total waterlogging amount of the region and storage and drainage facility parameters.

[0086] The storage and drainage facility parameters include: peak hourly flow of surface row drainage channels, storage facility size, and terminal drainage pump station size;

[0087] Step S2: adjusting the predetermined drainage facility of the to-be-planned area according to the storage and drainage facility parameters, and then returning to step S1 until the simulation result output by step S1 meets the predetermined waterlogging prevention standard, taking the current predetermined drainage facility as the planning scheme related to the to-be-planned area and outputting.

[0088] Specifically, in the prior art, only a single drainage facility is designed, which is prone to repeated design in overall regional planning. In the embodiment, a coupled drainage model of a one-dimensional pipe network, a one-dimensional river channel, and a two-dimensional ground model is constructed in the to-be-planned area, which better characterizes the to-be-planned area, and then the regional total waterlogging amount in the to-be-planned area is obtained through simulation. Subsequently, the storage and drainage facility parameters are obtained according to the regional total waterlogging amount, including the peak hourly flow of all surface row drainage channels in the to-be-planned area, the storage facility size, and the terminal drainage pump station size. The peak hourly flow can be used to represent the size of a single surface row drainage channel, the storage facility size is the storage facility corresponding to the surface row drainage channel, and the terminal drainage pump station size is used to handle waterlogging at the end of the surface row drainage channel. Based on the design of multiple surface row drainage channels, the predetermined drainage facility is adjusted to achieve overall design in the to-be-planned area, thereby reducing the number of designs and additional costs caused by repeated design.

[0089] In the implementation process, the above design method is set in a specific computer device as a software embodiment to assist designers in planning water conservancy facilities in the to-be-planned area. Before design, the to-be-planned area has been pre-collected with data such as pipe network, river channel, surface surveying and mapping data, and design drawings of original drainage facilities in the to-be-planned area. Based on this part of data, a one-dimensional pipe network model for representing the pipe network, a one-dimensional river channel model for representing the river channel, and a two-dimensional ground model for simulating surface runoff can be established in sequence, and they are connected to construct a coupled drainage model, which realizes the overall characterization of the to-be-planned area.

[0090] In a more preferred embodiment, as shown in Figure 2 The method for generating the regional total waterlogging amount in step S1 includes:

[0091] Step A11: constructing a coupled drainage model for the to-be-planned area;

[0092] Step A12: simulating the coupled drainage model in a pre-designed rainfall event to obtain flow in multiple simulation time steps;

[0093] Step A13: generating unit step total pipe channel flow according to all the simulation time step flows;

[0094] Step A14: generating unit step total regional waterlogging amount according to unit step total pipe channel flow;

[0095] Step A15: generating regional total waterlogging amount according to unit step total regional waterlogging amount.

[0096] Specifically, to achieve a better estimation effect of the regional total waterlogging amount in the region to be planned, in the embodiment, after the coupled drainage model is constructed, a rainfall event is performed on the coupled drainage model, and the flows at all rainwater pipe channel outlets in the coupled drainage model are collected in the rainfall event according to a specific step, so as to obtain a set of simulation time step flows. Subsequently, by summarizing all the simulation time step flows of the rainwater pipe channel outlets in a step, the total pipe channel flow in a single step is obtained as the unit step total pipe channel flow, and the unit step total regional waterlogging amount is effectively estimated in combination with the design rainfall in the rainfall time, the waterlogging runoff range area in the coupled drainage model and the comprehensive runoff coefficient, and then all the unit step total regional waterlogging amounts are summarized to obtain the regional total waterlogging amount in the entire rainfall event.

[0097] In the implementation process, the rainfall event is a simulation event determined based on the design rainfall pattern of the region to be planned and the waterlogging prevention recurrence period standard, which performs rainfall simulation on the coupled drainage model in the simulation environment according to a specific rainfall amount, a time length and a rainfall distribution per unit time length. The coupled drainage model is provided with a plurality of pipe networks and end drainage outlets connected with the river channel, and the flows at the end drainage outlets are collected, so that the simulation time step flow can be obtained. The simulation time step can be appropriately adjusted according to actual needs, and the range is usually between 0-10 minutes; similarly, the overall time length of the rainfall event can also be adjusted over time, and the range is usually between 0-2880 minutes.

[0098] In a more preferred embodiment, in step A13, the method for generating unit step total pipe channel flow according to all the unit simulation flows comprises:

[0099]

[0100] In the formula:

[0101] Q tp-k is the unit step total pipe channel flow, and the unit is m 3 ;

[0102] V p-i is the simulation time step flow of the i th rainwater pipe channel outlet in the coupled drainage model, and the unit is m 3 / s;

[0103] t is the simulation time step, in min;

[0104] i is the outlet number of the rainwater pipe channel outlet;

[0105] n is the total number of rainwater pipe channel outlets.

[0106] In a preferred embodiment, in step A14, the method for generating the unit step length area total waterlogging amount according to the unit step length total pipe channel flow comprises:

[0107] Q t-k = 10V s-k φF-Q tp-k ;

[0108] In the formula:

[0109] Q t-k is the unit step length area total waterlogging amount, in m 3 ;

[0110] V s-k is the design rainfall in the simulation time step t, in mm;

[0111] is the comprehensive runoff coefficient;

[0112] F is the waterlogging runoff range area, in ha;

[0113] Q tp-k is the unit step length total pipe channel flow, in m 3 ;

[0114] In a preferred embodiment, in step A15, the method for generating the area total waterlogging amount according to the unit step length area total waterlogging amount comprises:

[0115]

[0116] In the formula:

[0117] Q is the area total waterlogging amount, in m 3 ;

[0118] Q t-k is the unit step length area total waterlogging amount, in m 3 ;

[0119] K is the simulation time step period number;

[0120] N is the total number of simulation time step intervals.

[0121] In a preferred embodiment, as Figure 3As shown, in step S1, after executing step A12, a process for calculating the parameters of the storage and drainage facilities is also included. This process is used to obtain the parameters of the storage and drainage facilities based on intermediate data of rainfall events. The calculation process for the parameters of the storage and drainage facilities includes:

[0122] Step B11: Obtain intermediate data recorded during the execution of the rainfall event, and generate the peak one-hour flow rate of the surface drainage channel based on the intermediate data;

[0123] Step B12: Generate the scale of the storage and regulation facility based on the peak hourly flow rate;

[0124] Step B13: Generate the scale of the terminal drainage pumping station based on the scale of the water storage facility.

[0125] Specifically, in order to achieve a better planning effect for the overall planned drainage facilities in the planned area, in this embodiment, after obtaining the total floodwater volume of the area, multiple surface drainage channels in the planned area are obtained by combining intermediate data from the simulation process of the coupled drainage model during rainfall events. Based on the relevant parameters formed by the surface drainage channels during the simulation process, including the cross-sectional area of ​​the water passage, the unloading coefficient, the hydraulic radius, and the slope, the peak hourly flow rate of the surface drainage channels during peak hours is obtained. This is used to characterize the scale of the surface drainage channels. Then, the scale of the storage facilities and the scale of the terminal drainage pumping station required for each section of the surface drainage channels can be set according to the surface drainage channels, which is convenient for setting specific planned drainage facilities based on the calculated facility scale.

[0126] In a preferred embodiment, step B11, the method for generating peak hourly flow rate based on intermediate data, includes:

[0127] Q x-i =3600A i C i (R i I i ) 1 / 2 ;

[0128] In the formula:

[0129] Q x-i For the peak hourly flow rate of the i-th surface discharge channel, m 3 ;

[0130] A i Let m be the cross-sectional area of ​​the surface drainage channel of the i-th segment. 2 ;

[0131] C i Let be the unloading coefficient of the surface drainage channel of the i-th segment;

[0132] R i Let be the hydraulic radius of the i-th surface discharge channel, in meters.

[0133] I i Slope of surface runoff passage of the ith section

[0134] The calculated water depth of the surface runoff passage is between 0.15-0.3m.

[0135] In a preferred embodiment, in step B12, the method of generating the size of the regulating facility according to the peak hourly flow includes:

[0136] Q s-i = Q xt-i + Q zt-i -Q x-i ;

[0137] In the formula:

[0138] Q s-i is the required regulating facility size of the ith section, m 3 ;

[0139] Q xt-i is the total waterlogging amount in the catchment area of the surface runoff passage of the ith section, m 3 ;

[0140] Q zt-i is the total waterlogging amount of upstream diversion of the surface runoff passage of the ith section, m 3 ;

[0141] Q x-i is the peak hourly flow of the surface runoff passage of the ith section, m 3 .

[0142] In a preferred embodiment, in step B1, adjusting the auxiliary regulating facility according to the size of the regulating facility includes:

[0143] When the required regulating facility size of the ith section is negative, the surface runoff passage of the ith section does not need to increase the auxiliary regulating facility;

[0144] When the required regulating facility size of the ith section is positive, the surface runoff passage of the ith section increases the auxiliary regulating facility;

[0145] The auxiliary regulating facility is set according to the rainwater pipe and underlying surface conditions of the surface runoff passage of the ith section.

[0146] In a preferred embodiment, in step B13, the method of generating the size of the end drainage pump station according to the size of the regulating facility includes:

[0147] Q L = (Q P -Q ox -Q s )Tp -1 ;

[0148] In the formula:

[0149] Q L For the scale of the drainage pumping station, m 3 / h;

[0150] Q p The peak hourly total floodwater volume within the floodwater runoff area, in m 3 ;

[0151] Q ox The amount of floodwater entering the water body through surface drainage channels, m 3 ;

[0152] Q s To regulate floodwater volume, m 3 ;

[0153] T P During peak hours, 1 hour.

[0154] The present invention will be further described below with reference to specific embodiments:

[0155] like Figure 4 As shown, within the flood runoff area, based on the analysis results of urban underlying surface and rainfall patterns, a one-dimensional and two-dimensional coupled drainage and flood control mathematical model is used to conduct coupled calculations of the urban flood control facility system based on the total flood water balance regulation. This includes trial calculation of flood water volume model, correlation calculation of storage and drainage facilities, and verification of the scale of urban flood control facilities.

[0156] In this embodiment, the flood volume model is calculated based on a one-dimensional and two-dimensional coupled drainage and flood control mathematical model. The corresponding design rainfall pattern and rainstorm intensity formula are input. Under the 100-year flood prevention standard, the model is simulated within a rainfall duration T (1560 min). The flow rates Vp-1 and Qtp-k of the rainwater pipe outlets P1 and P2 within the flood runoff area at each time step t (5 min) are obtained through Equation 1, as shown in Table 1.

[0157] Table 1. Trial Calculation Table of Total Pipe Flow Model within Simulated Time Step t

[0158]

[0159] Meanwhile, based on the designed rainfall amount Vs-k within the same simulation time step t (5 min) within the designed rainfall pattern, the total flood water volume Qt-i in the area within the simulation time step t (5 min) is calculated using Equation 2, as shown in Table 2.

[0160] Table 2. Simulation Time Step t: Total Floodwater Volume Calculation Table

[0161]

[0162] The total amount of waterlogging Q generated by the waterlogging water yield range in the rainfall event simulation time T (1560 min) calculated by formula 3 is 47406.52 m3.

[0163] The peak waterlogging amount calculation is carried out synchronously. The peak waterlogging generation period K1 of this embodiment is 735 min. The peak waterlogging amount Qp of one hour from the 30 min before K1 to the 30 min after K1 is calculated as 87124.21 m3.

[0164] On the basis of the trial results of the waterlogging amount model, the storage and drainage facility correlation calculation is carried out, including the surface row drainage channel size calculation, the storage and regulation facility size calculation, and the end terminal drainage pump station size calculation.

[0165] The surface row drainage channel size calculation is based on the ground vertical analysis results, and the uniform flow calculation method of the open channel is adopted to calculate the peak one-hour flow QX-i of each section of the row drainage channel from the upstream starting point X1 of the waterlogging water yield range to the downstream outlet X6. The calculation results of each section of the surface row drainage channel are shown in Table 3.

[0166] Table 3: Subsection calculation table of peak one-hour waterlogging flow of row drainage channel

[0167]

[0168] On the basis of the calculation results of the surface row drainage channel size, the storage and regulation facility size calculation is carried out. According to the difference between the waterlogging amount QX-i of each section of the surface row drainage channel and the total waterlogging amount Qxt-i of its catchment area, the storage and regulation facility size Qs-i required by each section of the surface row drainage channel to meet the waterlogging storage and drainage requirements is calculated according to formula 5. The calculation results are shown in Table 4.

[0169] Table 4: Subsection calculation table of storage and regulation size

[0170]

[0171] According to the calculation results, the storage and regulation facility size calculation in the service range of the first to third sections of the row drainage channel of this embodiment is negative, indicating that the flow capacity of the above-mentioned subsection surface row drainage channel meets the waterlogging transportation demand in the service range, and no auxiliary storage and regulation facility needs to be set.

[0172] The storage and regulation facility size calculation in the service range of the fourth to fifth sections of the row drainage channel of this embodiment is positive, indicating that the flow capacity of the above-mentioned subsection surface row drainage channel does not meet the waterlogging transportation demand in the service range, and an auxiliary storage and regulation facility needs to be set.

[0173] According to the calculation results, S1 and S2 storage facilities are arranged at the nodes close to X4 and X5 respectively, with the scales of 28000 m3 and 32000 m3 respectively.

[0174] Based on the calculation of the scale of the surface drainage channel and the scale of the storage facility, the scale QL of the end drainage pump station is calculated.

[0175] Since the end node X6 of the drainage channel in the embodiment cannot drain the waterlogging water into the downstream water body by gravity self-drainage, the waterlogging water needs to be drained by the drainage pump station L1. The scale of the pump station is calculated by the difference between the total waterlogging water amount Qp in the waterlogging water production range and the waterlogging water amount Qox drained into the water body by the surface drainage and the storage amount Qs. The calculation results are shown in Table 5.

[0176] Table 5: Calculation table of storage scale segmentation

[0177]

[0178] According to the above calculation results, it is determined that the design scale of the waterlogging drainage pump station L1 in the embodiment is 27000 m3 / h, that is, 7.5 m3 / s.

[0179] The scales of the surface drainage channel, the storage facility and the waterlogging drainage pump station calculated in the embodiment are input into the one-dimensional and two-dimensional coupled drainage and waterlogging prevention mathematical model, and the scale of the waterlogging prevention facility is checked under the condition of 100-year rainfall. The simulation results show that the above-mentioned facility scale can effectively control the waterlogging water in the service range and meet the waterlogging prevention standard, and the above-mentioned calculation results are verified.

[0180] Compared with the separate scale calculation of the above-mentioned waterlogging prevention facility by using the reasoning formula method, the whole scale of the waterlogging prevention facility can be effectively optimized by using the waterlogging prevention facility system coupled calculation method of the embodiment, as shown in Table 6.

[0181] Table 6: Comparison table of waterlogging prevention facility calculation results

[0182]

[0183] The waterlogging prevention facility system coupled calculation method of the embodiment uses the one-dimensional and two-dimensional coupled drainage and waterlogging prevention mathematical model to perform system coupled calculation on the scale of the regional drainage and waterlogging prevention facility based on the balance regulation of the total waterlogging water amount. Compared with the traditional theoretical calculation method, the above-mentioned method can optimize the whole design scale of the waterlogging prevention system, enhance the relevance and continuity between different facilities, improve the regional waterlogging overall management ability, reduce the subsequent engineering construction investment and environmental impact, avoid repeated and invalid investment, and improve the environmental, social and economic benefits of the urban drainage and waterlogging prevention system construction.

[0184] From the adaptability, flexibility and economy, the application has strong application value in urban drainage and waterlogging prevention system planning, design and construction.

[0185] The above is only the preferred embodiment of the present application, and does not limit the implementation and protection scope of the present application. Those skilled in the art should realize that any equivalent replacement and obvious changes made according to the content of the present application should be included in the protection scope of the present application.

Claims

1. A design method of a waterlogging prevention facility, characterized by, The design method is used for simulating a to-be-planned area, which is pre-planned to have a plurality of predetermined drainage facilities; The design method comprises: Step S1: for a to-be-planned area, a coupled drainage model is constructed, and the coupled drainage model is simulated to obtain a total waterlogging amount of a region and a storage and drainage facility parameter; The storage and drainage facility parameter comprises: a peak one-hour flow of a surface row discharge passage, a size of a storage facility, and a size of an end drainage pump station; Step S2: the predetermined drainage facility of the to-be-planned area is adjusted according to the storage and drainage facility parameter, and then the step S1 is returned until the simulation result output by the step S1 meets a pre-determined waterlogging prevention standard, and the current predetermined drainage facility is taken as a planning scheme associated with the to-be-planned area and is output; In the step S1, the method for generating the total waterlogging amount of the region comprises: Step A11: for a to-be-planned area, a coupled drainage model is constructed; Step A12: in a pre-designed rainfall event, the coupled drainage model is simulated to obtain a plurality of flow rates in simulation time steps; Step A13: a unit step total pipe channel flow rate is generated according to all the flow rates in the simulation time steps; Step A14: a unit step total waterlogging amount of a region is generated according to the unit step total pipe channel flow rate; Step A15: the total waterlogging amount of the region is generated according to the unit step total waterlogging amount of the region; The coupled drainage model is composed of a one-dimensional pipe network, a one-dimensional river channel, and a two-dimensional ground model.

2. The design method of claim 1, wherein In the step A13, the method for generating the unit step total pipe channel flow rate according to all the flow rates in the simulation time steps comprises: ； In the formula: Q = 0.5 * V * A 3 ; flow in m 3 / s for the coupling drain model for the first outlet of the rainwater pipe channel Simulation time step, in min; a drain number of the rainwater pipe trench drain outlet; is the total number of rainwater pipe trench outlets.

3. The method of claim 1, wherein, In the step A14, the method for generating the unit step total waterlogging amount of the region according to the unit step total pipe channel flow rate comprises: ； In the formula: Q t-k Qtotal is the total water quantity of the unit step region, in m 3 ; V s-k To simulate the design rainfall in time step t, the unit is mm; φ is a comprehensive runoff coefficient; F is a waterlogging runoff range area, and the unit is ha; Q tp-k Q is the total pipe flow in m3 / s 3 .

4. The method of claim 1, wherein, In the step A15, the method for generating the total waterlogging amount of the region according to the unit step total waterlogging amount of the region comprises: ； In the formula: Q is the total amount of water in the area, in m 3 ; Q t-k Qtotal is the total water quantity of the unit step region, in m 3 ; K is a simulation time step period number; N is a total number of simulation time step intervals.

5. The design method of claim 1, wherein, In the step S1, after the step A12 is executed, a storage and drainage facility parameter calculation process is further included, which is used for obtaining the storage and drainage facility parameter according to intermediate data in a rainfall event, and the storage and drainage facility parameter calculation process comprises: Step B11: intermediate data recorded when the rainfall event is executed are obtained, and the peak one-hour flow of the surface row discharge passage is generated according to the intermediate data; Step B12: the size of the storage facility is generated according to the peak one-hour flow; Step B13: the size of the end drainage pump station is generated according to the size of the storage facility.

6. The method of designing according to claim 5, wherein, In the step B11, the method for generating the peak one-hour flow of the surface row discharge passage according to the intermediate data comprises: ； In the formula: the peak hourly flow, m, for the surface outfall channel for the ith segment 3 ; Area of the cross section of the surface drain channel for the i-th section, m2 2 ; the discharge coefficient for the surface run channel for the ith segment; Hydraulic radius of surface flow path for the ith segment, m; Slope of surface run-off channel for the ith segment The calculated water depth of the surface row discharge passage is between 0.15-0.3 m.

7. The method of designing according to claim 5, wherein, In the step B12, the method for generating the size of the storage facility according to the peak one-hour flow comprises: ； In the formula: Q s-i for the i-th segment, m 3 ; Q xt-i Total amount of water in the catchment area of the surface drainage channel for the i-th section, m 3 ; Q zt-i Q is the upstream total water volume, m, of the surface drainage channel for the ith segment 3 ; Q x-i Q is the peak hourly flow for the i-th surface outfall, m 3 .

8. The design method of claim 7, wherein, According to the size of the storage facility, an auxiliary storage facility is adjusted, which comprises: When the storage facility size of the ith section is negative, the surface row drainage channel of the ith section does not need to increase the auxiliary storage facility; When the storage facility size of the ith section is positive, the surface row drainage channel of the ith section increases the auxiliary storage facility; The auxiliary storage facility is set according to the rainwater pipe channel and underlying surface conditions of the surface row drainage channel of the ith section.

9. The design method of claim 5, wherein, In the step B13, the method for generating the end drainage pump station size according to the storage facility size comprises: ； In the formula: Q L For the end of the drainage pump station scale, m 3 / h; Q p Qp is the peak one-hour total floodwater volume in the floodwater flow range, m3 3 ; Q ox the amount of water that can pass through the surface drainage channel into the body of water, m 3 ; Q s To regulate the amount of water, m 3 ; T P Peak hours, 1 h.

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