CN111581767B - Calibrating method for checking characteristic parameters of pipe network-river coupling model - Google Patents
Calibrating method for checking characteristic parameters of pipe network-river coupling model Download PDFInfo
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Abstract
The invention provides a calibrating method for checking characteristic parameters of a pipe network-river coupling model, which comprises the following steps: s1, regional selection of a heavy river basin storm intensity formula and a storm reproduction period; s2, selecting the surface soil characteristics and runoff coefficients in a partition mode; s3, overflow coupling of the road surface side ditch and the pipeline; s4, pipeline friction, gradient and inspection well and regulation facility characteristic treatment technology; s5, tidal river channel and pipe network system characteristics. The beneficial effects of the invention are as follows: the rainfall characteristic, the earth surface soil characteristic and the runoff coefficient, the road surface side ditch and the pipeline overflow, the pipeline friction resistance and the gradient under the large-river-basin partition condition, the inspection well, the regulation facility characteristic and the tidal river and pipe network system characteristic are comprehensively considered, and the parameter calibration precision of the hydrologic model is improved.
Description
Technical Field
The invention relates to hydrologic model parameter calibration, in particular to a calibrating method for checking characteristic parameters of a pipe network-river coupling model.
Background
The parameter calibration of the traditional hydrologic model has lower precision.
Disclosure of Invention
In order to solve the problems in the prior art, the invention provides a calibrating method for checking characteristic parameters of a pipe network-river coupling model.
The invention provides a calibrating method for checking characteristic parameters of a pipe network-river coupling model, which comprises the following steps:
s1, a storm intensity formula and a storm reappearance period; several methods of selection of storm models, such as rain gauge rainfall curves in subareas; predicting 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, overflow coupling of the road surface side ditch and the pipeline; designing and calculating a side ditch;
s4, pipeline friction, gradient and inspection well and regulation facility characteristic treatment technology;
s5, tidal river channel and pipe network system characteristics.
As a further improvement of the invention: the step S1 comprises the following steps: rainfall characteristic studies were performed for highly developed urban areas, suburban areas of low development, and undeveloped reserve areas using rainfall history data of nearly 50 years.
As a further improvement of the invention: the step S2 comprises the following steps: soil characteristics and runoff coefficients were studied.
As a further improvement of the invention: the step S3 comprises the following steps: coupling research of road side ditch characteristics and underground pipeline systems is carried out.
As a further improvement of the invention: the step S4 includes: aiming at pipeline deposition, scaling and damage, the form problem of the original design of the pipeline and the change of the volume forms of the inspection well and the regulating reservoir are changed, and the digital modeling of pipe network facilities is carried out through a mapping technology.
As a further improvement of the invention: the step S5 comprises the following steps: and (3) carrying out two-way flow problem research based on a drainage structure on the coupling problem of flood discharge and backflow prevention of a drainage outlet under the condition of the water level change state of tidal rivers and flood season.
The beneficial effects of the invention are as follows: through the scheme, rainfall characteristics, earth surface soil characteristics and runoff coefficients, road surface side ditches and pipeline overflow, pipeline friction resistance and gradient, inspection well, regulation facility characteristics and tidal river and pipe network system characteristics are comprehensively considered, and the parameter calibration precision of the hydrologic model is improved.
Detailed Description
The invention is further described in connection with the following detailed description.
A pipe network-river coupling model checking characteristic parameter calibration method based on five runoffs of rainfall, ground surface, road surface, pipeline and river course specifically comprises the following steps:
1) The formula of the intensity of the storm and the reproduction period of the storm: rainfall characteristic research is performed on high-development urban areas, low-development suburban areas and undeveloped reserve areas by utilizing rainfall historical data of a city for nearly 50 years.
And designing rainfall situations according to different reproduction periods by utilizing the synthesized rainfall curve data, and analyzing waterlogging and overflow conditions of a research area under the conditions of sedimentation and different boundary conditions in different reproduction periods. 2) Surface soil characteristics and runoff coefficient selection: the method is characterized in that the soil characteristics and the runoff coefficients are researched by utilizing the research and development results of the urban landscape cavernous body rainfall flood management key technology, and the soil characteristics and the runoff coefficients are researched, wherein the main checking parameters comprise CN, manning roughness coefficients and the confluence time of a sub-catchment area.
3) Road surface side ditch and pipeline overflow coupling: at present, all models at home and abroad do not consider the coupling research of the road side ditch characteristics and the underground pipeline system except the combined drainage, and the special functions are deeply developed and solved on the basis of the combined drainage.
4) Friction resistance and gradient of pipelines, and characteristic treatment technology of inspection well and regulation facility: 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 volume forms such as an inspection well, a regulating reservoir (including a lake, a pond and a depression) are changed, and the digital modeling of pipe network facilities is carried out through a mapping technology.
The method for building the drainage pipe network specific modeling of the simulated scene design comprises the steps of collecting, arranging and importing basic data, checking topological relations, dividing sub-catchment areas, checking model parameters and building a drainage pipe network system model by using SewerGEMS modeling software.
The detailed information of each structure of the drainage system required by modeling and the hydrologic information of the modeling area mainly comprise the following aspects:
1. catch basin, bilge well. X, Y coordinates, ground elevation, well bottom elevation and well depth;
2. a rainwater pipe and a sewage pipe. A starting point X, Y coordinate, a finishing point X, Y coordinate, and pipe length, pipe diameter, pipe material, gradient and Manning coefficient;
3. pump station, pump model, impeller size and pump characteristic curve;
4. rainfall data, hydrologic data, monitoring data;
5. a topography map and an aerial photograph of a research area;
6. study area floor coverage and area population;
7. the study area is mainly used for water drainage or water consumption data and daily change curves;
8. historical connection data, maintenance records, test records, monitoring records and CCTV records.
Based on the section view, the line investigation and the on-site investigation results, the basic parameters of the model are checked, and based on inspection well water level monitoring data, the uncertainty parameters of the model are checked. 5) Tidal river and pipe network system characteristics: and (3) carrying out two-way flow problem research based on a drainage structure on the coupling problem of flood discharge and backflow prevention of a water outlet under the condition of the water level change state of tidal rivers and flood season in certain city.
And (3) carrying out two-way flow problem research based on a drainage structure on the coupling problem of flood discharge and backflow prevention of a drainage outlet under the condition of the water level change state of tidal rivers and flood season.
And determining the initial value of the parameter, carrying out the calibration of the parameter if the model result is basically consistent with the monitoring result, and if the model result is inconsistent with the monitoring result, carrying out the determination of the initial value of the parameter again, and carrying out the same process until the calibration of the parameter is completed.
Urban construction in China is heavy ground, light underground and low in rain water channel design standard, so that serious water accumulation in the city frequently occurs, and urban waterlogging becomes a serious problem for many years. And because the sewage system is connected with the rainwater system in a staggered manner, sewage overflows in a heavy rain period, and serious environmental pollution is caused. In addition, the phenomenon of data loss of the urban drainage pipe network developed at high strength is serious, a GIS and model system is not available, and the management department cannot effectively manage the pipe network due to multi-working-condition planning and optimal design based on models and the like. Therefore, a certain area is taken as a research object to conduct emergency prevention and treatment research on sewage overflow and rainwater waterlogging of a diversion system pipe network in a city center urban area and a city village, thereby conducting beneficial attempt on water management scientificalization, realizing efficient management of a drainage pipe network of a municipal administration station, taking the efficient management as a test point, providing technical demonstration for expansion and transformation of a diversion mixed flow rainwater sewage system in a plurality of areas and the city village in the city, and having important theoretical value and practical significance.
The average rainfall of the city is 1981 mm for many years in subtropical ocean monsoon climate, the rainfall is mainly concentrated in 4-9 months each year, and the rainfall is about 85% of the annual rainfall. There are 310 rivers of the total size of the city, wherein there are 5 rivers with the river area larger than 100 square kilometers; the medium and small reservoir 171 seats, wherein the medium size is 12 seats, the small size is 159 seats, the pond 396 is one, the total reservoir capacity is 6.11 hundred million cubic meters, and 3.5 hundred million cubic meters of raw water can be provided each year. People all have water resources with the quantity less than 200 cubic meters and about 1/12 of the average national level. The total amount of water for a certain market in 2011 reaches 19.55 hundred million cubic meters.
The water conditions of a certain market have three characteristics: firstly, the local water resource is deficient. Because the geographic conditions are special, large rivers and large lakes and reservoirs are not in the large rivers and large lakes, the flood storage capacity is poor, the local water resource supply is seriously insufficient, more than seven water sources need to be introduced from the east river outside the city, only 12 reservoirs with the capacity of more than 1000 ten thousand cubic meters are used as medium-sized reservoirs, the average water resource possession is lower than the world water crisis standard, the current water resource reservation of the whole city can only meet the emergency requirement of about 20 days, and certain city becomes one of the serious water shortage cities in the whole country. Secondly, typhoons and storm are frequent. The rainfall in the whole market is unevenly distributed in time and space, more than eight times are concentrated in the flood season, and the annual average is influenced by typhoons for 4 to 5 times; because the urban process damages natural water systems to a certain extent, about half of rivers in the whole market are not treated, and the existing flood control and drainage infrastructure is low in construction standard, the drainage facilities in local areas are not perfect, and the threat of flood disasters is high. Third, river pollution is serious. Most of river channels in the whole market are short and small, obvious rain source type river characteristics are presented, the rainy season is river, the arid season is ditch-formed, a dynamic water source is lacked, the water environment capacity is small, the urban pollution load is far beyond the local water environment bearing capacity, the river in the river basin urban area is commonly polluted, and the water environment treatment pressure is huge.
The method takes a certain area as a research object to conduct emergency prevention and treatment research on sewage overflow and rainwater waterlogging of a diversion system pipe network in a city center urban area and a village in the city, 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 demand and the like in modeling, the data demand analysis of the drainage pipe network model is performed. The specific flow of each link of the system construction is designed in detail.
(2) Modeling of converging sewage drainage pipe network system
Based on a drainage system of a certain area of village in a city, a combined sewage drainage pipe network system model is established by using SewerGEMS modeling software. The specific modeling method of the drainage pipe network comprises basic data collection, arrangement and importing, topology relation checking, sub-catchment area division, model parameter checking and scene design simulation.
(3) Check of drainage pipe network model
And (5) checking basic parameters of the model based on the section view, the line investigation and the on-site investigation results. And checking the model uncertainty parameters based on inspection well water level monitoring data.
(4) Drainage pipe network system scenario analysis
And designing rainfall situations according to different reproduction periods by utilizing the synthesized rainfall curve data, and analyzing waterlogging and overflow conditions of a research area under the conditions of sedimentation and different boundary conditions in different reproduction periods.
(5) Drainage system auxiliary platform construction
Based on the Internet of things system, a drainage pipe network system multi-screen management control platform is constructed based on a drainage system model.
The stormwater intensity data are as follows:
the newly revised storm intensity formula of the weather bureau of certain city is adopted. The storm intensity formula is obtained by fitting a distribution curve according to storm records of a certain city weather table 1954-2003 and by exponential distribution to obtain an i-T-T triple table and solving formula parameters by an optimal method. For the intensity of the storm at any combination of any duration (T) and recurring period (T), the total formula of the intensity of the storm is as follows:
the corresponding storm intensity can be obtained by inputting any combination value of variable duration (T) and reproduction period (T), wherein T is 1min,200min, and T is 0.25a,100 a.
The intensity of heavy rain may also be expressed as i, which refers to the average rainfall over a period of continuous rainfall, i.e. the average rainfall depth per unit time.
The conversion relation between q and i is to convert the rainfall depth per minute into the rainfall volume per second per hectare area, namely:
H＝i×t(mm)
the drainage pipe network has large data quantity and various data types, special attention is paid to ensure the correctness of the drainage pipe network data during the model construction, and meanwhile, different data standardization methods are adopted for importing data with different sources and different storage formats (such as water conservancy general survey data, operation unit data, paper drawings, various electronic data (GIS data) and the like). Converting the CAD format file into a DXF format file, extracting attribute information in the DXF file as an EXCEL file, and importing pipe network information into a model according to the corresponding relation between software and the EXCEL file.
According to modeling requirements, the basic data of the drainage pipe network comprise: pipe length, pipe diameter, pipe material, pipe gradient, inspection well ground elevation and well bottom elevation, pipe inner bottom elevation at the upstream and downstream of the pipe, space topography data, space positions of various structures, a modeling area storm intensity formula, rainfall data, soil type, coverage characteristics and the like.
The study was modeled using the SewerGEMS model. And importing the standardized data into a model, wherein the imported data is required to establish the corresponding relation of various data, and the relevant attributes of elements such as pipe network nodes, drainage pipelines, water collecting areas and the like are set.
The working mode of manually extracting and inputting the pipe network data into the model brings huge manual data processing workload, is easy to cause input errors of the model data, extracts data information in various formats by utilizing a batch processing function, and can greatly improve the data accuracy and the working efficiency of simulation preparation work. Therefore, the operation of manually inputting a large amount of data is reduced as much as possible in the data input process, so that the correctness and the accuracy of the model are prevented from being influenced by errors.
In the modeling process, a data importing link is used for converting a CAD format file into a DXF format file, extracting attribute information in the DXF file into an EXCEL file through programming, and importing pipe network information into a model according to the corresponding relation between software and the EXCEL file.
Because of the numerous inspection wells in the research area and the mixed flow of rain and sewage, the selection functionality is outstanding, the inspection wells on the rain water and sewage main pipe which directly affect the simulation are modeled, and the rain water grate is omitted. Wherein each manhole of the rainwater pipe network is used as a node of the model simulation, and each manhole of the sewage pipe network is not necessarily used as a node. In addition, in the case of difficulty in field measurement, reasonable estimation of the pipeline network information is carried out on the basis of the existing data.
In the process of data import, firstly, the fact that the actual structures and the structures in the model keep a one-to-one correspondence is guaranteed. The one-to-one correspondence of the data is as shown in table 5.1 below.
TABLE 5.1 correspondence during data entry
After the network information is introduced in batches, manual check is further needed to be carried out on the network model, so that the missing and wrong structure attribute information is manually input and corrected during batch introduction, the integrity and accuracy of the network information are ensured, 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 topology is checked as follows:
a topology is a data model or format that reflects the relationships between spatial elements. The topological rules can be used to specify what spatial relationships are between elements in an element class, or between elements in a plurality of different element classes. The drainage pipe network topology checking and correcting mechanism is a process for checking and verifying the drainage pipe network data through checking rules of the validity of the topological relation and attribute data of the drainage pipe network.
1) The topological rules to be complied with are:
a) The start and end points of a pipeline segment must be some point element in the node dataset;
b) The point element in the node dataset must be the start or end of the pipeline segment;
c) The graphic elements of the same type cannot be completely overlapped;
d) Only one pipeline is connected with the upstream of the water outlet node;
e) The shunt well node is provided with only two downstream connecting pipelines;
f) The service area has only one outflow node;
2) Typical problems of non-conforming to topological relation
a) The pipeline is connected in a staggered way;
b) A node spatial position error;
c) The pipeline is reversed;
d) Connection line missing;
e) Pipeline reverse slope;
f) An annular pipe network;
g) Repeating the pipeline;
h) Data is missing.
3) Topology inspection and correction
a) Firstly, selecting the checking content of the topological relation according to the simulation calculation requirement and the pipe network characteristics;
b) Then locating the space positions with topology problems one by one, carrying out specific analysis on the topology problems by combining the existing space map and attribute table data, and judging the information such as the actual pipeline position, the actual pipeline elevation and the like;
c) And finally, correcting the data.
The topology inspection is performed by a method of generating a cross-sectional view in a model. Through generating the section view, the gradient trend of the pipeline can be intuitively seen, unreasonable points are found, and analysis and check are further carried out. For the point where the actual information cannot be judged through the existing information, data complement measurement or on-site investigation is needed, and the related data is corrected after the complement measurement data is obtained. And combining with further field investigation, manually checking the attribute information of the drainage pipe network of the path, and correcting the attribute information of the drainage pipe network on the premise of not influencing the running result of the model.
In the drainage pipe network, the terrain information plays an important role in the design planning and construction of the drainage pipe network, and the research area terrain and land utilization form play a critical role in the accuracy of water collecting area division and simulation in the modeling process. The model background diagram can clearly display information of roads, buildings, terrains, river channels and the like, and provides reference for water-collecting area division and adjustment of pipe network information, so that the creation of the model background diagram is very important.
Firstly, selecting modeling area topography from a city topography map to extract to form a complete modeling area, wherein the map comprises the following steps: building outlines, road names, social units, water systems, public facilities, properties, notes, mountain names, height Cheng Dian, etc. In this case, the drawing is very confusing and many redundant information are provided.
And then, deleting redundant information according to the required information, and simplifying the CAD graph to enable the graph to contain: building outline, main area street, social unit, height Cheng Dian and the like, thereby forming a preliminary background map of the modeling area. The reserved information in the background image can provide basis for dividing the sub-catchment areas and determining the runoff directions of the catchment areas, can assist in knowing land utilization conditions and provides basis for setting parameters of the catchment areas.
The method for importing the background graph into the model is as follows:
(1) And converting the background image data in the simplified CAD file into a DXF format.
(2) The file in the DXF format is imported into SewerGEMS as a background map of the model through the View-Background Layers function. In the present 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 map of an important modeling area; a topographic map of a certain area, namely a topographic map of the whole modeling area; a sewage pipeline of a certain area, namely a modeling area drainage pipe network is carded and planning-sewage pipe network planning diagram is implemented, wherein the sewage pipeline comprises a current pipe and a planning pipe; and a rainwater pipeline of a certain area, namely a drainage pipe network of a modeling area, is combed and planning is implemented, namely a rainwater pipe network planning chart comprises a current pipe and a planning pipe.
(3) And drawing the nodes, pipelines and other drainage pipe network system elements of the non-key modeling area into a model according to two background diagrams of the rainwater pipeline of the certain area and the sewage pipeline of the certain area, thereby obtaining a drainage pipe network model diagram of the research area.
The combined sewage pipe network system is modeled as follows:
1. treating sewage;
and monitoring the water level according to the inspection well liquid level meter, determining the fullness of the pipeline, and estimating the flow and the flow velocity of the pipeline by searching a pipeline hydraulics calculation map in combination with the gradient of the pipeline. Thereby imparting sewage to the sewage well.
2. Dividing sub catchment areas;
usually, the sub-catchment area is divided by manually drawing with a city map or satellite picture as a background. However, for larger scale drainage system models, this is a very tedious task, and the manually drawn catchment area is highly uncertain, making it difficult to obtain parameters that are physically significant. The research is based on the LoadBuilder and ThiessenPolygon Creator functions in SewerGEMS, so that the time consumed by traditional drawing of the catchment area can be greatly shortened, the obtained catchment area is usually finer, and a foundation is laid for model construction.
After the model automatically generates the sub-catchment areas, the sub-catchment areas are also required to be adjusted according to actual conditions. Mainly according to the following three principles: topography, social units, nearby emissions.
In addition, in order to reasonably divide the sub-catchment areas, the method also needs to carry out field investigation, combines the prior topographic map and pipe network data and the geophysical prospecting result, and inspects the main drainage trunk of the modeling area in field, and the areas which are difficult to accurately divide when the sub-catchment areas are primarily divided, and the land utilization form of each area. The present study centered on a catch basin for the division of the catchment area. The specific steps of the division are as follows:
(1) With the main road as the boundary of the sub-catchment area, the modeling area is divided into blocks of unequal area sizes. This is simply a delineation of a contour, too large an area, not well-defined, and not suitable as a sub-basin.
(2) The modeling area is subdivided according to social units, roads, building surface lines and investigation results on the model background graph, the modeling area is divided into small blocks with the area generally about one hectare, few buildings are few, the area of the similar area of the area is large, but in order to ensure the model precision and maintain the homogeneous characteristics of the water collecting area as much as possible, the area is not more than two hectares.
(3) According to investigation data, the runoff of the sub-catchment area is connected to the inspection well node closest to the corresponding gate or connected to the inspection well node close to the corresponding gate according to the nearby discharge principle, the orientation of the social unit gate on the catchment sub-basin and the like.
After the drawing of the sub-catchment area is completed, 126 sub-catchment areas are formed in a conformal manner in the entire modeling area.
3. Establishing an analysis scene;
after the model is constructed, the method has certain practicability. In order to simulate the hydraulic load of the drainage pipe network more comprehensively, scientifically and reasonably, different simulation scenes are set, and basis is provided for analysis decisions of related scenes through dynamic simulation. Rainfall is one of the most important factors of a drainage pipe network, and waterlogging overflow is basically caused by heavy rain, so that different rainfall situations are set for simulation. In addition, the downstream outflow conditions of the drainage system are closely related to certain river water level and bay water level variations, so different water levels are selected to describe the downstream boundary conditions of the drainage system.
The rainfall with different frequencies has great influence on the drainage pipe network, the rainfall is a direct determinant of the rainwater pipeline flow rate in the drainage area, and the larger the rainfall intensity is, the larger the generated runoff and pipeline flow rate are.
The rainfall process is the most important data of the rainfall scene design, and the rainfall input data of the drainage pipe network dynamic simulation can be actual rainfall scene data or design and synthesis rainfall scene.
The actually measured rainfall data can be obtained through a meteorological department or self-made rainfall recording device, and the design of the synthetic rainfall process line is obtained by adopting a mathematical statistical method. The chicago 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 storm rainfall intensity formula, and the process line can be formulated according to a rainfall intensity-rainfall duration curve of a specific recurrence period.
According to the outdoor drainage design specification, in the drainage canal design, a storm intensity formula is adopted:
wherein: q: average stormwater intensity (L/s.ha);
t: duration of rainfall (min);
p: designing a reproduction period (a);
A 1 : the rainfall is designed when the reproduction period is 1 a;
c: a rainfall variation parameter;
b. and c is a parameter, and the calculation and the determination are carried out according to a statistical method.
q reflects the average water depth per unit area exceeding the frequency P over the period t of rainfall. Molecular 167A for the light formula of heavy rain for a given recurring period 1 (1+C lg P) can be regarded as a constant, and the expression (1) can be reduced to the Horner rainfall intensity expression (2) at this time.
I in ave The average storm intensity is calculated as shown in the formula (3).
i (t) is a curve of rainfall intensity over time, and the combination of the formula (2) and the formula (3) can be obtained:
in the design of the drainage pipe network system, the rain peak coefficient r 0,1 is introduced]To describe the occurrence time of the rainfall peak, so that the rainfall sequence is divided into a time sequence i before the peak b Time series i after sum peak a The peak is taken as a coordinate 0 point.
The calculation formula of the rising section before the line peak in the rainfall process is as follows
The calculation formula of the descending section behind the line peak in the rainfall process is as follows:
wherein i is b -instantaneous storm intensity at the ascending section
i a -instantaneous intensity of heavy rain at the descent stage
a, b, c-local parameters in the stormwater intensity formula
t 1 Time before peak, t 2 Time after peak
r-rain peak coefficient
The formula according to the storm intensity in certain city is:
determining study area parameters a, b and c, wherein the values of the study area parameters are respectively as follows:
b＝6.840
c＝0.555
according to the newly published storm intensity data of 1-200min of weather bureau in certain city, the rain peak coefficient is selected to be 0.1. And (3) introducing each parameter in a storm rainfall intensity formula in a certain city into a Chicago rainfall process line to obtain a design rainfall process line for reacting to the rainfall characteristics of the land. 11 rainfall scenes with different reproduction periods are established, the rainfall duration is 120min, and the reproduction periods are respectively 0.25a, 0.333a, 0.5a, 1a, 2a, 3a, 5a,10 a, 20a, 50a and 100a.
Taking p=3a as an example, the synthesized rainfall scenario data is shown in table 5.3.
Table 5. P =3a, the rainfall scene data was synthesized
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The urban drainage pipe network is used for collecting urban sewage and rainwater, the converging sewage drainage pipe network contains various solid impurities, and when water flows slowly in the pipe channel, a siltation phenomenon occurs, and the solid impurities sink. In addition, as the particulate matters flowing into the pipe network from the rainwater flow into the pipe network, the particulate matters can be collected at the bottom of the pipe network, and can form sludge at the bottom of the inner wall of the pipe for a long time. If the pipeline generates siltation, the effective diameter of the pipeline is reduced, the water conveying capacity of the pipeline is reduced, and the water accumulation time of adjacent nodes is prolonged, so that urban waterlogging and sewage overflow are aggravated. Thus simulating the flooding of the investigation region in the case of fouling.
There are two basic formulas for calculating uniform flow by pipeline waterpower, a flow formula and a flow velocity formula.
The flow formula is: q=a·v
The flow rate formula is:wherein: q-design flow of design pipe section, m 3 /s
A-design the water cross-sectional area of the pipe section, m 2
v-design of average flow velocity of water section of pipe section, m/s
R-hydraulic radius (ratio of water cross-sectional area to wet perimeter), m
I-Hydraulic gradient (i.e. water surface gradient, also equal to pipe bottom gradient I)
n-coefficient of wall roughness
Since pipe fouling directly affects the pipe roughness coefficient, a method of adjusting the pipe roughness coefficient is adopted to perform pipe fouling simulation.
When the fouling thickness is 10% of the pipe diameter, the Manning coefficient is n when the pipe is fouled or not fouled 1 、n 2 . According to the pipeline hydraulic calculation formula, the relation between Manning coefficients with and without siltation is n 2 ＝1.5n 1 . In order to simplify the calculation, the Manning coefficients of pipe sections with pipe diameters of 1000mm, 800mm, 600mm and 500mm 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 condition of silting are simulated.
The rain sewage in the modeling area is discharged to a river, the river is converged into a bay, and therefore the downstream outflow condition of the drainage system is closely related to the change of the water level of the river and the tide level of the bay, and therefore different tide levels are selected to describe the downstream boundary condition of the drainage system.
Summarizing the tidal change data of the Bay in 2013, wherein the tidal level of the Bay is between 0.2m and 2.8m, and the tide level is 1.5m when the tide level exceeds 2 m. Therefore, two kinds of tide level boundary conditions are set, wherein the tide level of the red bay is 2.5m and is taken as a reference value, and the tide level of the red bay is 1.5m and is taken as a general tide level reference value.
According to the flooding condition of the water outlet of the drainage pipe network, respectively considering the hydraulic conditions of all nodes and pipelines of the drainage pipe network under three working conditions, the hydraulic conditions are respectively as follows: the drain pipe network is free to flow, and when the downstream tide level is 2.5m, the downstream tide level is 1.5m.
In the whole modeling area, 126 sub-catchment areas are shared, 117 sewage wells, 83 rainwater wells, 35 sewage box culvert wells and 90 rainwater box culvert wells.
Because the area of a certain area is large, the problem of selecting a drainage pipe network is serious, and the rain sewage pipe networks of the A street, the B street and the C street which are relatively independent are important analysis areas. The sheet area is provided with 69 catchment sub-watershed, 92 pipelines, 34 rainwater wells, 52 sewage wells, 35 box culvert wells, 33 sections of box culvert channels and 2 water outlets.
The rainwater pipeline on the A street is directly connected into a D large-channel rainwater box culvert, the size of the box culvert is 3.7mx 2.0m, the sewage pipeline is connected into an E-channel sewage box culvert, and the size of the box culvert is 1.7mx 1.1m. The slope of the road B is larger, and two sewage pipelines are arranged, wherein one sewage pipeline is connected with a rainwater well with the A street number of Y18 through a DN500, and the other sewage pipeline is connected with a rainwater well with the Y68 along the A street. The rainwater pipeline of the B path is directly connected with the rainwater pipeline A. A C street is arranged beside a modeling area golden triangle building, rainwater and sewage are discharged from a box culvert on the street, and finally, the street is connected into a D-channel box culvert.
The drainage pipe network model is built to simulate the hydrographic 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 hydraulic model of the drainage pipe network comprise hydrologic simulation parameters and hydraulic simulation parameters, and the parameters are divided into two types: the parameters of the values can be obtained through measurement or existing data, and the parameters are not regulated in model calibration and correspond to basic data of the model, such as watertight area, average gradient, pipe diameter, pipe length, pipe material and the like; the other part of the values are given, and specific values are determined according to a model calibration algorithm or according to investigation and experimental values, such as the water-impermeable area percentage of soil, runoff time, pipeline roughness coefficients and the like. The determination of the first model parameters may be determined based on the base data of the drainage network.
The model parameters have specific physical significance, especially hydrologic model parameters, and are often characterized by uncertainty, gao Weixing, nonlinearity and the like due to the comprehensive influence of a plurality of factors such as climate, weather, ground and the like. Model parameters can be determined according to research literature data and experience values, and can also be adjusted through comparison of measured data and simulation values.
And determining the initial value of the parameter, carrying out the calibration of the parameter if the model result is basically consistent with the monitoring result, and if the model result is inconsistent with the monitoring result, carrying out the determination of the initial value of the parameter again, and carrying out the same process until the calibration of the parameter is completed.
The real-time monitoring data is compared with the simulation result to check the model. According to the preliminary simulation result, two monitoring points are selected, namely a rainwater well with the numbers of Y8 and Y18, wherein the inspection well with the number of Y8 is easy to generate water accumulation and is positioned at the downstream of the whole drainage system, and the Y18 inspection well is 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 simulating according to the measured water levels of the month 3 of 2014 and the month 4 of 2014, so as to check according to the monitored water levels of the two inspection wells and the simulation result, and finally determining the uncertainty parameters of the model. The main checking parameters comprise CN, manning coarse coefficient and sub-catchment area confluence time.
The dry season model checks as follows:
the dry season model check is performed herein using water level data monitored at 2014, 3, 36 days, numbered Y18. And calculating the node flow by utilizing a sewage pipe network hydraulic calculation table according to the Y18 inspection well water level obtained by monitoring. Because the drainage pipe network of the modeling area is a split-flow mixed flow system, when in dry season, sewage enters the rainwater pipe, so that certain flow is given to each sewage well according to the estimated flow in dry season, the simulation value and the actual measurement value are compared through simulation, the model parameters are adjusted, and the error rate is controlled within 5%.
Setting a dry season simulation scene, performing 24h simulation, and adjusting the Manning coefficient of the pipe section to ensure that the error rate is less than 3% after checking. The drainage system of a certain area is simulated under the dry season, and partial simulation results and actual measurement results are shown in table 6.1.
TABLE 6.1 summary of partial simulation results and actual measurement results
The rainy season model checks as follows:
simulation was performed with a rainfall event of 2014, 4, 3 days. And (3) carrying out rainfall measurement once every 5min in a certain area by self-made rainfall gauge, so as to obtain the actual rainfall data of 4 months and 3 days. Checking is carried out according to the monitored water level of the Y18 and the simulation result, so that the uncertainty parameter of the model is determined. 2014, 4, 3 at 9: 00-13: rainfall was measured once in a period of 00 and 5 min.
And (3) performing model checking by adjusting the CN value and the convergence time of each sub-water-collecting zone until the model accuracy requirement is met. At 9: 00-13: 00.
The foregoing is a further detailed description of the invention in connection with the preferred embodiments, and it is not intended that the invention be limited to the specific embodiments described. It will be apparent to those skilled in the art that several simple deductions or substitutions may be made without departing from the spirit of the invention, and these should be considered to be within the scope of the invention.
Claims (1)
1. The calibrating method for the check characteristic parameters of the pipe network-river coupling model is characterized by comprising the following steps of:
s1, partitioning a heavy river basin storm intensity formula and a storm reproduction period;
s2, selecting surface soil characteristics and runoff coefficients;
s3, overflow coupling of the road surface side ditch and the pipeline;
s4, pipeline friction, gradient and inspection well and regulation facility characteristic treatment technology;
s5, tidal river channel and pipe network system characteristics;
the step S1 comprises the following steps: utilizing rainfall history data of nearly 50 years, carrying out rainfall characteristic research aiming at high-development urban areas, low-development suburban areas and undeveloped reserve areas, and predicting a rainfall curve by utilizing satellite cloud pictures;
the step S2 comprises the following steps: the soil characteristics and the runoff coefficient are researched, and main checking parameters comprise CN, manning roughness coefficient and sub-catchment area confluence time;
the step S3 comprises the following steps: performing coupling research on road side ditch characteristics and an underground pipeline system;
the step S4 includes: aiming at pipeline deposition, scaling and damage, the form problem of the original design of the pipeline and the change of the volume forms of the inspection well and the regulating reservoir are changed, and the digital modeling of pipe network facilities is carried out through a mapping technology;
in step S4, a SewerGEMS modeling software is applied to establish a drainage pipe network system model of the converging sewage, wherein the drainage pipe network system model comprises basic data collection, arrangement and importing, topology relation checking, sub-catchment area division, model parameter checking and a specific modeling method of the drainage pipe network for simulating scene design;
in step S4, the detailed information of each structure of the drainage system required for modeling and the hydrologic information of the modeling area mainly include the following aspects:
1) Catch basin, bilge well; x, Y coordinates, ground elevation, well bottom elevation and well depth;
2) A rain pipe, a sewage pipe; a starting point X, Y coordinate, a finishing point X, Y coordinate, and pipe length, pipe diameter, pipe material, gradient and Manning coefficient;
3) Pump station, pump model, impeller size and pump characteristic curve;
4) Rainfall data, hydrologic data, monitoring data;
5) A topography map and an aerial photograph of a research area;
6) Study area floor coverage and area population;
7) The study area is mainly used for water drainage or water consumption data and daily change curves;
8) Historical connection data, maintenance records, test records, monitoring records and CCTV records;
in step S4, based on the section view, the line investigation and the on-site investigation results, the basic parameters of the model are checked, and based on inspection well water level monitoring data, the uncertainty parameters of the model are checked;
the step S5 comprises the following steps: the method comprises the steps of carrying out two-way flow problem research based on a drainage structure on the coupling problem of flood discharge and backflow prevention of a drainage port under the condition of the water level change state of tidal rivers and flood season;
in step S1, the rainfall scene is designed according to different reproduction periods by utilizing the synthesized rainfall curve data, and under different reproduction periods, the waterlogging and overflow conditions of a research area are analyzed under the condition of sedimentation and different boundary conditions.
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