CN111581767A - Calibration characteristic parameter calibration method for pipe network-river coupling model - Google Patents
Calibration characteristic parameter calibration method for pipe network-river coupling model Download PDFInfo
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Abstract
The invention provides a method for calibrating characteristic parameters of a pipe network-river coupling model, which comprises the following steps: s1, selecting a large basin rainstorm intensity formula and a rainstorm reappearing period in different areas; s2, selecting the land surface soil characteristics and the runoff coefficients in a partition mode; s3, coupling the road side ditch with the pipeline in an overflow manner; s4, pipeline friction resistance, gradient, inspection well and storage regulation facility characteristic processing technology; s5, tidal channel and pipe network system. The invention has the beneficial effects that: the rainfall characteristics, the surface soil characteristics and the runoff coefficient, the road surface side ditch and pipeline overflow, the pipeline friction and the gradient under the condition of large watershed partition are comprehensively considered, the characteristics of an inspection well, a storage facility and a tidal river channel and a pipe network system are considered, and the parameter calibration precision of the hydrological model is improved.
Description
Technical Field
The invention relates to hydrological model parameter calibration, in particular to a method for calibrating characteristic parameters of a pipe network-river coupling model.
Background
The traditional hydrological model has low precision in parameter calibration.
Disclosure of Invention
In order to solve the problems in the prior art, the invention provides a method for calibrating characteristic parameters of a pipe network-river coupling model.
The invention provides a method for calibrating characteristic parameters of a pipe network-river coupling model, which comprises the following steps:
s1, a rainstorm intensity formula and a rainstorm reappearance period; several methods for selecting rainstorm models, such as rain gauge rainfall curves in a partition; forecasting a rainfall curve by using a satellite cloud picture;
s2, selecting surface soil characteristics and runoff coefficients; the application of the American CN coefficient method in China and the like;
s3, coupling the road side ditch with the pipeline in an overflow manner; designing and calculating a side ditch;
s4, pipeline friction resistance, gradient, inspection well and storage regulation facility characteristic processing technology;
s5, tidal channel and pipe network system.
As a further improvement of the invention: step S1 includes: rainfall characteristics were studied for highly developed urban areas, low developed suburban areas, and undeveloped reserve areas using the rainfall history data of the last 50 years.
As a further improvement of the invention: step S2 includes: the soil characteristics and runoff coefficients were studied.
As a further improvement of the invention: step S3 includes: and carrying out coupling research on the characteristics of the road side ditch and an underground pipeline system.
As a further improvement of the invention: step S4 includes: aiming at the deposition, scaling and damage of the pipeline, the form problem of the original design of the pipeline is changed, and the change of the volume forms of the inspection well and the regulation and storage tank is carried out by the digital modeling of the pipe network facility through the mapping technology.
As a further improvement of the invention: step S5 includes: the bidirectional flow problem research based on the drainage structure is carried out on the coupling problem of flood discharge and backflow prevention of the water outlet under the water level change state conditions of tidal rivers and flood seasons.
The invention has the beneficial effects that: by the scheme, rainfall characteristics, surface soil characteristics and runoff coefficients, road surface side ditches and pipeline overflow, pipeline friction and gradient, inspection wells, storage regulation facility characteristics, tidal rivers and pipe network system characteristics are comprehensively considered, and the parameter calibration precision of the hydrological model is improved.
Detailed Description
The present invention will be further described with reference to the following embodiments.
A method for calibrating characteristic parameters based on a pipe network-river coupling model of rainfall, surface runoff, road surface, pipeline and river course five major runoff comprises the following steps:
1) formula of rainstorm intensity and rainstorm recurrence period: the rainfall characteristics of a city are researched by utilizing the rainfall history data of the city in about 50 years aiming at a highly developed urban area, a low-developed suburban area and an undeveloped reserve area.
And designing rainfall scenes according to different recurrence periods by utilizing the synthetic rainfall curve data, and analyzing the conditions of regional waterlogging and overflow under different recurrence periods, siltation and different boundary conditions. 2) Selecting surface soil characteristics and runoff coefficients: the method is characterized in that the research on soil characteristics and runoff coefficients and the research on the soil characteristics and the runoff coefficients are carried out by utilizing the research and development results of key technologies for the rainfall flood management of the sponge bodies of the urban landscape, and the main checking parameters comprise CN, Manning roughness coefficient and sub-catchment area confluence time.
3) And (3) coupling the pavement side ditch with the pipeline overflow: at present, all models at home and abroad do not consider the coupling research of the characteristics of the road side ditch and an underground pipeline system except for the combined drainage, and the deep development of unique functions is carried out on the basis of the combined drainage to solve the problem.
4) Pipeline friction resistance, slope and inspection shaft, regulation facility characteristic processing technique: aiming at the problems of pipeline deposition, scaling, damage and the like, the form problem of the original design of the pipeline and the change of the volume forms of an inspection well, a regulation pool (including a lake, a pond and a depression) and the like are changed, and the digital modeling of the pipe network facility is carried out through a mapping technology.
The method comprises the steps of establishing a network system model of the combined sewage drainage pipe by using SewerGEMS modeling software, collecting, sorting and importing basic data, checking topological relation, dividing sub-catchment areas, checking model parameters and simulating a scene design.
The detailed information of each structure of the drainage system required by modeling and the hydrological information of the modeling area mainly comprise the following aspects:
1. catch basin, bilge well. X, Y coordinate, ground elevation, bottom elevation, well depth;
2. a rain pipe and a sewage pipe. X, Y coordinates of a starting point, X, Y coordinates of a finishing point, pipe length, pipe diameter, pipe material, gradient and Manning coefficient;
3. pump station, water pump model, impeller size, water pump characteristic curve;
4. rainfall data, hydrological data, monitoring data;
5. a study area topographic map and an aerial photograph;
6. study area ground coverage and regional population;
7. water discharge or water use data and daily change curve of large water users in a research area;
8. historical connection data, maintenance records, test records, monitoring records and CCTV records.
And checking basic parameters of the model based on the profile, the line survey and the field investigation result, and checking uncertainty parameters of the model based on inspection well water level monitoring data. 5) Characteristics of tidal river channel and pipe network system: the bidirectional flow problem research based on the drainage structure is carried out on the coupling problem of flood discharge and backflow prevention of the water outlet under the water level change state conditions of tidal rivers and flood seasons of a certain city.
The bidirectional flow problem research based on the drainage structure is carried out on the coupling problem of flood discharge and backflow prevention of the water outlet under the water level change state conditions of tidal rivers and flood seasons.
Determining the initial value of the parameter, if the model result is basically consistent with the monitoring result, the rating of the parameter is finished, if the model result is not consistent with the monitoring result, the initial value of the parameter is determined again, and the same process is carried out until the rating of the parameter is finished.
The urban construction of China always lies in the heavy ground and the light underground, the design standard of a rainwater channel is too low, so that the serious ponding of cities frequently occurs, and the urban waterlogging becomes a difficult problem which troubles people for many years. And the sewage system is connected with the rainwater system in a wrong way, so that the sewage overflows in a rainstorm period, and serious environmental pollution is caused. And the high-strength development of urban drainage pipe networks has serious data loss phenomenon, does not have a GIS and a model system, and model-based multi-working-condition planning and optimization design and the like, so that management departments cannot effectively manage the pipe networks. Therefore, a certain area is taken as a research object to carry out emergency prevention and treatment research on sewage overflow and rainwater waterlogging of the distribution and control pipe network of the urban area and the urban-rural area in the center of a certain city, so that beneficial attempts are made on water management scientification, the efficient management of the drainage pipe network by the municipal administration is realized, the drainage pipe network is taken as a test point, technical demonstration is provided for expansion and modification of the distribution and mixed flow rainwater sewage system of a plurality of areas and urban-rural areas in the certain city, and the system has important theoretical value and practical significance.
In subtropical marine monsoon climate of a certain city, the average rainfall in the whole city is 1981 mm, the rainfall is mainly concentrated in 4-9 months per year, and accounts for about 85% of the rainfall in the whole year. 310 rivers with the total size of the whole city, wherein 5 rivers with the river basin area larger than 100 square kilometers exist; the medium-sized and small reservoir 171 seats, medium-sized 12 seats, small 159 seats, and mountain pond 396 zones, the total storage capacity is 6.11 billion cubic meters, and 3.5 billion cubic meters of raw water can be provided each year. Everyone has water resources less than 200 cubic meters, which is about 1/12 on average nationwide. In 2011 a total amount of water in a certain market reaches 19.55 billion cubic meters.
The water regime in a certain market has three characteristics: firstly, local water resource is short. Due to the fact that geographical conditions are special, large rivers, large lakes and large reservoirs are not available in the interior, the capacity of storing and retaining flood is poor, local water resource supply is seriously insufficient, more than seven percent of water needs to be introduced from the east river outside the city, only 12 medium-sized reservoirs with the reservoir capacity of more than 1000 ten thousand cubic meters exist, the per-capita water resource possession is lower than the world water crisis standard, the current water resource reserve in the whole city can only meet the emergency requirement of about 20 days, and a certain city becomes one of serious water shortage cities in the country. Secondly, the typhoon and rainstorm frequently occur. Rainfall in the whole city is distributed unevenly in time and space, more than eighths of the total rainfall is concentrated in the flood season, and the year is influenced by typhoon for 4-5 times; as the natural water system is damaged to a certain extent in the urbanization process, about half of rivers in the whole market are not treated, and the existing flood control and drainage infrastructure has low construction standard, local regional drainage facilities are not perfect, and the threat of flood disasters is large. Thirdly, the river pollution is serious. The vast majority of rivers in the whole city are short and small, and have obvious characteristics of rain source type rivers, the rain season is the river, the dry season is ditched, dynamic supplementary water sources are lacked, the water environment capacity is small, the urban pollution load far exceeds the bearing capacity of the local water environment, the rivers in the urban areas of the drainage basin are generally polluted, and the water environment treatment pressure is huge.
The emergency prevention and treatment research of sewage overflow and rainwater waterlogging of urban areas and urban-rural shunt control pipe networks in a certain urban center is carried out by taking a certain area as a research object, and mainly comprises the following parts.
(1) System analysis and implementation
The development of the drainage pipe network model system is subjected to detailed demand analysis, including feasibility research analysis, user demand analysis, modeling demand analysis and the like. Aiming at the problems of data importance, data requirements and the like in modeling, data requirement analysis of the drainage pipe network model is carried out. The specific flow of each link of system construction is designed in detail.
(2) Modeling of combined sewage drainage pipe network system
Based on a drainage system of a certain district in a village in a certain city, SewerGEMS modeling software is applied to establish a model of a confluent sewage drainage pipe network system. The specific modeling method of the drainage pipe network comprises basic data collection, arrangement and import, topological relation inspection, sub-catchment area division, model parameter check and simulation scenario design.
(3) Check of drainage pipe network model
And checking basic parameters of the model based on the sectional drawing, the line investigation and the field investigation result. And checking model uncertainty parameters based on inspection well water level monitoring data.
(4) Drain pipe network system scenario analysis
And designing rainfall scenes according to different recurrence periods by utilizing the synthetic rainfall curve data, and analyzing the conditions of regional waterlogging and overflow under different recurrence periods, siltation and different boundary conditions.
(5) Drainage system auxiliary platform construction
Based on an Internet of things system, a drainage pipe network system multi-screen management control platform is constructed on the basis of a drainage system model.
Rainstorm intensity data are as follows:
the newly revised formula of the rainstorm intensity of a certain city weather bureau is adopted. The rainstorm intensity formula is obtained by fitting a distribution curve through exponential distribution according to rainstorm records of a certain city weather station 1954 and 2003 for 50 years, obtaining an i-T-T triad table, and solving formula parameters through an optimal method. For the intensity of rainstorm at any combination of any duration (T) and recurrence period (T), the overall formula for the intensity of rainstorm is as follows:
the corresponding rainstorm intensity can be obtained by inputting any combination of the variable duration (T) and the recurrence period (T), wherein T [1min,200min ], T [0.25a,100a ].
The rainstorm intensity is also denoted by i, and refers to the average rainfall in a continuous rainfall period, i.e. the average rainfall depth per unit time.
The conversion between q and i is the conversion of the rainfall depth per minute to the volume of rainfall per second per hectare area, i.e.:
H＝i×t(mm)
the drainage pipe network has large data volume and various data types, special attention needs to be paid to ensure the correctness of the drainage pipe network data during model construction, and meanwhile, different data standardization methods are adopted to import data with different sources and different storage formats (such as water conservancy general survey data, operation unit data, paper drawing paper, various electronic data (GIS data) and the like). And converting the CAD format file into a DXF format file, extracting attribute information in the DXF file into an EXCEL file, and importing the pipe network information into the model according to the corresponding relation between software and the EXCEL file.
According to the modeling requirement, the basic data of the drainage pipe network comprises the following data: the method comprises the following steps of pipe length, pipe diameter, pipe materials, pipeline gradient, ground elevation and shaft bottom elevation of an inspection well, bottom elevation in pipes on and off the pipeline, spatial terrain data, spatial positions of various structures, a rainstorm intensity formula and rainfall data of a modeling area, soil type and coverage characteristics and the like.
The SewerGEMS model is used for modeling in the research. And importing the standardized data into a model, wherein the imported data needs to establish a corresponding relation of various data, and setting relevant attributes of elements such as pipe network nodes, drainage pipelines, catchment areas and the like.
The working mode of manually extracting and inputting the pipe network data into the model brings huge workload of manual data processing, is easy to cause input errors of the model data, and can greatly improve the data accuracy and the working efficiency of the simulation preparation work by extracting data information in various formats by using the batch processing function. Therefore, the operation of manually inputting a large amount of data is minimized in the data input process, so as to prevent the correctness and accuracy of the model from being affected by errors.
And in a data import link in the modeling process, converting the CAD format file into a DXF format file, extracting attribute information in the DXF file into an EXCEL file through programming, and importing the pipe network information into the model according to the corresponding relation between software and the EXCEL file.
Due to the fact that a plurality of inspection wells are arranged in a research area, rainwater and sewage are mixed, the selected functions are outstanding, modeling is conducted on the inspection wells on rainwater and sewage main pipes which are directly influenced by simulation, and rainwater grates are omitted. Each inspection well of the rainwater pipe network is used as a node of the model simulation, and each inspection well of the sewage pipe network is not necessarily used as a node. In addition, in the case of difficulty in measurement in the field, the network information is reasonably estimated on the basis of the existing data.
In the data import process, firstly, the actual structures are ensured to keep a one-to-one correspondence relationship with the structures in the model. When data is input, one-to-one correspondence relationship is as shown in the following table 5.1.
TABLE 5.1 correspondences in data entry
After the pipe network information is imported in batch, manual checking of the pipe network model is required, so that missing and wrong structure attribute information is manually input and corrected when the pipe network information is imported in batch, the integrity and accuracy of the pipe network information are guaranteed, and the attribute information required to be input by each element is as shown in the following table 5.2.
TABLE 5.2 attribute information of each element in the model
The topological relation check is as follows:
a topology is a data model or format that reflects the relationship between spatial elements. The use of topological rules can specify what spatial relationships between elements in an element class or between elements in multiple different element classes. The drainage pipe network topology checking and correcting mechanism is a process of checking and verifying the drainage pipe network data through checking rules of the topological relation and the validity of attribute data of the drainage pipe network.
1) The topological rules to be observed are:
a) the start and end points of a pipeline section must be some point element in the node data set;
b) the point element in the node data set must be the starting or ending point of the pipeline segment;
c) the graphic elements of the same type can not be completely overlapped;
d) the upstream of the water outlet node is connected with only one pipeline;
e) the diversion well node is provided with and only provided with two downstream connecting pipelines;
f) the service area has one and only one outflow node;
2) typical problem of non-compliance with topological relationships
a) Misconnection of pipelines;
b) a node spatial position error;
c) the pipeline is reversed;
d) a connecting line is missing;
e) the pipeline is reversely sloped;
f) a circular pipe network;
g) repeating the pipeline;
h) data is missing.
3) Topology inspection and correction
a) Firstly, selecting the inspection content of the topological relation according to the simulation calculation requirement and the pipe network characteristics;
b) then, the spatial positions with the topological problems are positioned one by one, the topological problems are specifically analyzed by combining the existing spatial map and attribute table data, and the actual information such as the position, the elevation and the like of the pipeline is judged;
c) and finally, correcting the data.
The topology relation inspection is performed by a method of generating a profile in a model. Through generating the section view, can be directly perceivedly see the slope trend of pipeline, discover unreasonable point, and then carry out analysis and look over. And for the points of which the actual information can not be judged through the existing information, data compensation measurement or field investigation is needed, and the relevant data is corrected after the compensation measurement data is obtained. And manually checking the drainage pipe network attribute information of the road by combining with further field investigation, and correcting the drainage pipe network attribute information on the premise of not influencing the operation result of the model.
In the drainage pipe network, the topographic information plays an especially important role in the design planning and construction of the drainage pipe network, and the research area topography and land utilization form play a vital role in the accuracy of catchment area division and simulation in the building process. The model background graph can clearly show information such as roads, buildings, terrains, riverways and the like, and provides reference for catchment area division and adjustment of pipe network information, so that the creation of the model background graph is very important.
Firstly, selecting a terrain of a modeling area from a terrain map of a city to extract, and forming a complete modeling area, wherein the terrain map comprises: building outlines, road names, social units, water systems, public facilities, properties, notes, mountain names, elevation points, and the like. At this time, the drawing is very cluttered and much redundant information is generated.
Then, according to the required information, the redundant information is deleted, and the CAD graph is simplified, so that the graph comprises: building outline, main district streets, social units, elevation points and other information, thereby forming a preliminary background picture of the modeling district. The reserved information in the background map can provide basis for sub-catchment area division and runoff direction determination of the catchment area, can assist in understanding land use conditions, and provides basis for setting parameters of the catchment area.
The method for importing the background map into the model is as follows:
(1) and converting the background picture data in the simplified CAD file into a DXF format.
(2) And importing the DXF format file serving as a Background map of the model into SewerGEMS through a View-Background layer function. In the model, a plurality of backgrounds can be introduced, and different backgrounds can be switched according to actual needs. Four different backgrounds were introduced in this study. A pipeline general diagram, namely a pipeline diagram and a topographic diagram of a key modeling area; a topographic map of a certain region, namely the topographic map of the whole modeling area; a sewage pipeline in a certain area, namely a drainage pipe network in a modeling area is combed and planned-a sewage pipe network planning diagram, which comprises a current situation pipe and a planning pipe; a rainwater pipeline in a certain area, namely a drainage pipe network in a modeling area is combed and planned, namely a rainwater pipeline network planning diagram comprises a current situation pipe and a planning pipe.
(3) According to two background graphs of a rainwater pipeline and a sewage pipeline of a certain area, drainage pipe network system elements such as nodes and pipelines of a non-key modeling area are depicted in the model, and therefore a model graph of the drainage pipe network of the research area is obtained.
The combined sewage pipe network system is modeled as follows:
1. treating the sewage quantity;
the method comprises the steps of monitoring the water level according to an inspection well liquid level meter, determining the fullness of a pipeline, and estimating the flow and the flow rate of the pipeline by searching a pipeline hydraulics calculation map in combination with the gradient of the pipeline. Thereby giving sewage water to the sewage well.
2. Dividing a sub-catchment area;
generally, the sub-catchment areas are obtained by manually sketching city maps or satellite pictures serving as backgrounds. However, for a large-scale drainage system model, the operation is very complicated, and the uncertainty of the manually drawn catchment area is very large, so that parameters with strong physical significance are difficult to obtain. The research is based on the functions of LoadBuilder and ThiessenPolygon Creator in SewerGEMS, the time consumed by drawing a catchment area in the traditional method can be greatly shortened, and the obtained catchment area is usually finer, so that a good foundation is laid for model construction.
After the sub-catchment areas are automatically generated by the model, each sub-catchment area needs to be adjusted according to actual conditions. The method mainly comprises the following three principles: topographic conditions, social units, emissions nearby.
In addition, in order to reasonably divide the sub-catchment areas, field research is needed, and the main drainage trunk of the model building area, areas which are difficult to accurately divide when the sub-catchment areas are preliminarily divided, and the land utilization form of each area are investigated in the field by combining the existing topographic map, pipe network data and physical exploration results. The research uses a rainwater well as a center to divide a catchment area. The method comprises the following specific steps:
(1) the main road is used as a boundary of the sub catchment areas, and the modeling area is divided into block blocks with different areas. This is only a delineation of a contour, which is too large in area, ambiguous, and not suitable as a sub-basin.
(2) The modeling area is subdivided according to social units, roads, building facial lines and research results on a model background picture, the modeling area is divided into small blocks with the area generally about one hectare, a few buildings are few, areas with similar composition are large, but the area is not more than two hectare in order to ensure model accuracy and keep the homogeneous characteristic of a catchment area as much as possible.
(3) According to the research data, the runoff of the sub-catchment area is accessed to the nearest inspection well node or the inspection well node close to the corresponding gate according to the nearby discharge principle, the direction of the gate of the social unit on the catchment sub-catchment area and the like.
After the sub-catchment areas are drawn, 126 sub-catchment areas are formed in the whole modeling area.
3. Establishing an analysis scene;
after the model is built, the method has certain practicability. In order to simulate the hydraulic load of a drainage pipe network more comprehensively, scientifically and reasonably, different simulation situations are set, and a basis is provided for analysis and decision of related situations through dynamic simulation. Rainfall is one of the most important factors of a drainage pipe network, waterlogging overflow is basically caused by rainstorm, and therefore different rainfall scenes are set for simulation. Furthermore, the downstream outflow conditions of the drainage system are closely related to the changes in a certain river level and bay tide level, so different tide levels are selected to describe the downstream boundary conditions of the drainage system.
The influence of rainfall with different frequencies on a drainage pipe network is great, the rainfall is a direct determining factor of the flow of rainwater pipelines in a drainage area, and the larger the rainfall intensity is, the larger the generated runoff and the pipeline flow are.
The rainfall process is the most important data for rainfall scenario design, and the rainfall input data dynamically simulated by the drainage pipe network can be actual rainfall scenario data or designed and synthesized rainfall scenarios.
The actually measured rainfall data can be obtained by a meteorological department or a self-made rainfall recording device, and the designed synthetic rainfall process line is obtained by a mathematical statistical method. The rainfall process line with better applicability is adopted to reflect the rainfall characteristics of the research area. The Chicago rainfall process line model designs the rainfall process based on a statistical rainstorm intensity formula, and the process line can be made according to a rainfall intensity-rainfall duration curve of a specific recurrence period.
According to the design standard of outdoor drainage, in the design of a drainage pipe duct, a rainstorm intensity formula is adopted as follows:
in the formula: q: average rainstorm intensity (L/s-ha);
t: rainfall for a period of time (min);
p: designing a recurrence period (a);
A1: the design rainfall at the recurrence period of 1 a;
c: rainfall variation parameters;
b. and c is a parameter which is calculated and determined according to a statistical method.
q reflects the average water depth per unit area at a frequency P over the duration t of rainfall. Numerator 167A for the rainstorm mild formula for a given recurrence period1(1+ C lg P), which can be regarded as a constant, is a, and in this case, equation (1) can be simplified to Horner rainfall intensity equation (2).
In the formula iave-average rainstorm intensity, calculated as equation (3).
i (t) is a curve of rainfall intensity with time, and the combined expression of formula (2) and formula (3) can be obtained:
in the design of drainage pipe network system, the rain peak coefficient r 0,1 is introduced]To describe the time of occurrence of the peak of rainfall, whereby the rainfall sequence is divided into a pre-peak time sequence ibAnd time series i after peakaThe peak is taken as a coordinate 0 point.
The calculation formula of the front ascending section of the rainfall process line peak is
The calculation formula of the post-peak descending section of the rainfall process is as follows:
wherein ibInstantaneous intensity of rainstorm in the ascent stage
iaInstantaneous intensity of rainstorm in the descending section
a, b, c-local parameters in the formula for intensity of rainstorm
t1Time before peak, t2-time after peak
r-rain peak coefficient
According to a certain city rainstorm intensity formula, the formula is as follows:
determining the parameters a, b and c of the research area, wherein the values are respectively as follows:
b＝6.840
c＝0.555
selecting the rain peak coefficient to be 0.1 according to the newly published 1-200min rainstorm intensity data of a certain city weather bureau. And (3) bringing each parameter in a rainstorm intensity formula in a certain city into a Chicago rainfall process line to obtain a design rainfall process line reflecting local rainfall characteristics. A total of 11 rainfall scenes with different reappearance periods and 120min rainfall duration are established, wherein the reappearance periods are respectively 0.25a, 0.333a, 0.5a, 1a, 2a, 3a, 5a,10 a, 20a, 50a and 100 a.
Taking P ═ 3a as an example, the synthesized rainfall scenario data are shown in table 5.3.
Table 5.3 when P is 3a, rainfall scenario data is synthesized
Municipal drainage pipe network is used for collecting municipal sewage and rainwater, contains various solid impurity in the confluence sewage drainage pipe network, and when rivers flowed slowly in the canal, there was the siltation phenomenon to appear, and solid impurity sinks. In addition, the particles flowing into the pipe network along with rainwater can be collected at the bottom of the pipe network, and siltation can be formed at the bottom of the inner wall of the pipeline for a long time. If the pipeline produces the siltation, then pipeline effective diameter can reduce, reduces pipeline water delivery ability, makes adjacent node ponding time increase to aggravate urban waterlogging and sewage overflow. Thus simulating a siltation situation, the flooding situation of the area under investigation.
The pipeline hydraulic power has two basic formulas for calculating the uniform flow, namely a flow formula and a flow velocity formula.
The flow formula is as follows: q ═ A · v
The flow rate formula is:
in the formula: q-design flow of design pipe section, m3/s
A-area of flow cross section of design pipe section, m2
v-average flow velocity in m/s of design pipe section water cross section
R-hydraulic radius (ratio of area of flow cross section to wetted perimeter), m
I-Hydraulic slope (i.e. water surface slope, also equal to pipe bottom slope I)
n-pipe wall roughness factor
Since the pipeline deposition directly affects the pipeline roughness coefficient, the pipeline deposition simulation is performed by adjusting the pipeline roughness coefficient.
When the deposition thickness is 10% of the pipe diameter, the Manning coefficient is n when the pipelines have deposition and do not have deposition respectively1、n2. According to a hydraulic calculation formula of the pipeline, the simplified calculation is carried out, and the relation between the siltation and siltation-free time Manning coefficients is n2＝1.5n1. For simplifying the calculation, the pipe diameters are 1000mm, 800mm, 600mm and 500mmThe Manning coefficients of the sections are all adjusted to be 1.5 times of the original Manning coefficients, so that the hydraulic conditions of all nodes and pipe sections under the siltation condition are simulated.
The rain sewage in the modeling area is discharged to a certain river, and the certain river is converged into a bay, so that the downstream outflow condition of the drainage system is closely related to the tidal level change of the certain river and the bay, and different tidal levels are selected to describe the downstream boundary condition of the drainage system.
Summarizing tidal change data of a Bay in a certain city in 2013, wherein the Bay tidal level is between 0.2m and 2.8m, when the Bay tidal level exceeds 2m, the climax is obtained, and the tidal level is generally 1.5 m. Therefore, two tide level boundary conditions are set, wherein the tide level in the gulf is 2.5m and is taken as the climax and the tide level in the gulf is 1.5m and is taken as the general tide level reference value.
The hydraulic conditions of each node of the drainage pipe network and the pipeline under three working conditions are respectively considered according to the flooding condition of the water outlet of the drainage pipe network, and the hydraulic conditions are respectively as follows: the drainage pipe network freely flows out, when the downstream tide level is 2.5m, the downstream tide level is 1.5 m.
In the whole modeling area, 126 sub-catchment areas, 117 bilge wells, 83 rainwater wells, 35 bilge tank culvert wells and 90 rainwater tank culvert wells are provided.
Because a certain area is large, the problem of selecting a drainage pipe network is serious, and relatively independent rain and sewage pipe networks of the A street, the B street and the C street are key analysis areas. The area has 69 catchment sub-watersheds, 92 pipelines, 34 catch basins, 52 bilge wells, 35 box culvert wells, 33 section box culvert channels and 2 water outlets.
Wherein, the rainwater pipeline on A street directly inserts D big way rainwater box culvert, and the box culvert size is 3.7m 2.0m, and sewage pipe inserts E way sewage box culvert, and the box culvert size is 1.7m 1.1 m. And the B road has a larger gradient and is provided with two sewage pipelines, wherein one sewage pipeline is connected into the catch basin with the number of Y18 in the A street through the DN500 pipe, and the other sewage pipeline is connected into the catch basin with the number of Y68 along the A street. The rainwater pipeline of the B way is directly connected with the rainwater pipeline A. A street C is arranged beside a golden triangle building in a modeling area, rainwater and sewage are discharged by box culverts on the street C, and finally the box culverts are connected into the street D.
The drainage pipe network model is built for simulating the hydrographic and hydraulic change condition of the drainage system under a specific situation, so whether the model parameters faithfully reflect the characteristics of the drainage system is a key factor for judging whether the simulation result is accurate.
The parameters of the drainage pipe network hydraulic model comprise hydrological simulation parameters and hydraulic simulation parameters, and the parameters are divided into two types: one is a parameter whose value can be obtained by measurement or existing data, and is generally not adjusted in model calibration, which is equivalent to basic data of a model, such as impervious area, average slope, pipe diameter, pipe length, pipe material and the like; the other part is that a value range is given, and specific numerical values are solved and determined according to a model calibration algorithm or determined according to investigation research and empirical values, such as the percentage of the impervious area of the soil, the runoff time, the rough coefficient of the pipeline and the like. The determination of the first type of model parameters can be determined according to basic data of the drainage pipe network.
The model parameters have specific physical significance, particularly hydrological model parameters, and are often characterized by uncertainty, high dimension, nonlinearity and the like due to the comprehensive influence of a plurality of factors such as climate, weather, ground and the like. The model parameters can be determined according to research literature data and empirical values, and can also be adjusted through comparison of measured data and simulated values.
Determining the initial value of the parameter, if the model result is basically consistent with the monitoring result, the rating of the parameter is finished, if the model result is not consistent with the monitoring result, the initial value of the parameter is determined again, and the same process is carried out until the rating of the parameter is finished.
The model checking is carried out by comparing real-time monitoring data with a simulation result. And according to the preliminary simulation result, selecting two monitoring points, namely catch basins with the numbers of Y8 and Y18 respectively, wherein the inspection well with the number of Y8 is easy to accumulate water and is positioned at the downstream of the whole drainage system, the inspection well with the number of Y18 is positioned at the upstream of the drainage system, and the condition of the inspection well meets the first node of the installation condition of the liquid level meter. And then, the water level is actually measured according to 26 days in 3 months in 2014 and 3 days in 4 months in 2014, simulation is carried out, checking is carried out according to the two inspection well monitoring water levels and the simulation result, and finally the uncertainty parameter of the model is determined. The main checking parameters comprise CN, Manning roughness coefficient and confluence time of the sub catchment areas.
The dry season model is checked as follows:
the early season model checking is carried out by adopting water level data monitored by a number Y18 in 3, 36 and 2014. And (4) calculating the node flow by using a sewage pipe network hydraulic calculation meter according to the monitored Y18 inspection well water level. Because the drainage pipe network in the modeling area is a flow-dividing and flow-mixing system, sewage enters the rainwater pipe in dry seasons, certain flow is given to each sewer well according to the flow calculated in dry seasons, and the error rate is controlled within 5% by comparing the simulation value with the actual measurement value and adjusting model parameters through simulation.
And setting a dry season simulation scene, performing 24-hour simulation, and adjusting the Manning coefficient of the pipe section to ensure that the error rate is less than 3 percent after the checking is finished. The drainage system of a certain area is simulated under the dry season scene, and the partial simulation result and the actual measurement result are shown in the table 6.1.
TABLE 6.1 summary of partial simulation results and actual measurement results
The rainy season model is checked as follows:
the simulation was performed at 4 months and 3 days rainfall events in 2014. Rainfall measurement is carried out once every 5min in a certain area through a self-made rainfall meter, so that actual rainfall data of 4 months and 3 days are obtained. And checking according to the monitoring water level of Y18 and the simulation result so as to determine the uncertainty parameter of the model. 4/3/2014 at 9: 00-13: rainfall in the period of 00, and the rainfall is measured once in 5 min.
And (4) checking the model by adjusting the CN value and the confluence time of each sub-catchment area until the model precision requirement is met. In the following step 9: 00-13: 00.
The foregoing is a more detailed description of the invention in connection with specific preferred embodiments and it is not intended that the invention be limited to these specific details. For those skilled in the art to which the invention pertains, several simple deductions or substitutions can be made without departing from the spirit of the invention, and all shall be considered as belonging to the protection scope of the invention.
Claims (10)
1. A method for calibrating characteristic parameters of a pipe network-river coupling model is characterized by comprising the following steps:
s1, dividing a large basin rainstorm intensity formula into zones in a rainstorm reappearing period;
s2, selecting the land surface soil characteristics and the runoff coefficients in a partition mode;
s3, coupling the road side ditch with the pipeline in an overflow manner;
s4, pipeline friction resistance, gradient, inspection well and storage regulation facility characteristic processing technology;
s5, tidal channel and pipe network system.
2. The pipe network-river coupling model checking characteristic parameter calibration method according to claim 1, characterized in that: step S1 includes: rainfall characteristic research is carried out by using rainfall historical data of nearly 50 years aiming at high-development urban areas, low-development suburban areas and undeveloped reserve areas, and rainfall curves are predicted by using satellite cloud pictures.
3. The pipe network-river coupling model checking characteristic parameter calibration method according to claim 1, characterized in that: step S2 includes: the soil characteristics and runoff coefficients are researched, and main checking parameters comprise CN, Manning roughness coefficient and sub-catchment area confluence time.
4. The pipe network-river coupling model checking characteristic parameter calibration method according to claim 1, characterized in that: step S3 includes: and carrying out coupling research on the characteristics of the road side ditch and an underground pipeline system.
5. The pipe network-river coupling model checking characteristic parameter calibration method according to claim 1, characterized in that: step S4 includes: aiming at the deposition, scaling and damage of the pipeline, the form problem of the original design of the pipeline is changed, and the change of the volume forms of the inspection well and the regulation and storage tank is carried out by the digital modeling of the pipe network facility through the mapping technology.
6. The pipe network-river coupling model checking characteristic parameter calibration method according to claim 5, wherein: in step S4, the SewerGEMS modeling software is used to establish a model of the system of the merged sewage drainage pipe network, including basic data collection, arrangement and import, topology relation check, sub-catchment area division, model parameter check, and a concrete modeling method of the drainage pipe network for simulation scenario design.
7. The pipe network-river coupling model checking characteristic parameter calibration method according to claim 6, wherein: in step S4, the detailed information of each structure of the drainage system and the hydrologic information of the modeling area required for modeling mainly include the following aspects:
1) catch basins, bilge wells;
x, Y coordinate, ground elevation, bottom elevation, well depth;
2) a storm sewer pipe, a sewage pipe;
x, Y coordinates of a starting point, X, Y coordinates of a finishing point, pipe length, pipe diameter, pipe material, gradient and Manning coefficient;
3) pump station, water pump model, impeller size, water pump characteristic curve;
4) rainfall data, hydrological data, monitoring data;
5) a study area topographic map and an aerial photograph;
6) study area ground coverage and regional population;
7) water discharge or water use data and daily change curve of large water users in a research area;
8) historical connection data, maintenance records, test records, monitoring records and CCTV records.
8. The pipe network-river coupling model checking characteristic parameter calibration method according to claim 5, wherein: in step S4, based on the profile, the inspection along the line, and the results of the on-site investigation, basic parameters of the model are checked, and based on the inspection well water level monitoring data, uncertainty parameters of the model are checked.
9. The pipe network-river coupling model checking characteristic parameter calibration method according to claim 1, characterized in that: step S5 includes: the bidirectional flow problem research based on the drainage structure is carried out on the coupling problem of flood discharge and backflow prevention of the water outlet under the water level change state conditions of tidal rivers and flood seasons.
10. The pipe network-river coupling model checking characteristic parameter calibration method according to claim 1, characterized in that: in step S1, the rainfall scenario is designed according to different recurrence periods by using the synthetic rainfall curve data, and the regional waterlogging and overflow conditions are studied under different recurrence periods, siltation and different boundary conditions.
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