CN107480384A - Streamflow silt Two Dimensional Numerical Simulation method and system - Google Patents
Streamflow silt Two Dimensional Numerical Simulation method and system Download PDFInfo
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Abstract
The invention provides streamflow silt Two Dimensional Numerical Simulation method and system, method includes establishing planar model cootrol equation, determines numerical simulation region and imports primary data；Logarithm value simulated domain and governing equation carry out coordinate transform, and start flow module and calculate stream parameters；Start silt module and calculate suspended load parameter and bed load parameter；The husky collection of river-bed deformation and riverbed is calculated with adjustment, and the intermittent start flow module after flow module is stable, start silt module all the time.Invention introduces accurate turbulence modeling, consider influence of the bend secondary flow to water movement, the influence of Nonuniform linear array and bed load migration to river-bed deformation is considered simultaneously, establish on the adaptive algorithm of Manning coefficient and on flow module and half coupling algorithm of silt module, the precision of numerical simulation is improved, reduces amount of calculation.
Description
Technical Field
The invention relates to the technical field of computer application, in particular to a two-dimensional numerical simulation method and a two-dimensional numerical simulation system for river channel water flow sediment planes.
Background
As the natural river water flow is generally turbulent flow, a three-dimensional turbulent flow water sand mathematical model is preferably adopted during numerical simulation, and the corresponding numerical simulation methods comprise Direct Numerical Simulation (DNS), large Eddy Simulation (LES) and Reynolds time averaging method (RANS), wherein the RANS is most widely applied, and the turbulent flow model belonging to the category comprises a equation model, a k-epsilon equation model, a Reynolds stress equation model (RSM) and an algebraic stress equation model (ASM).
In most silt mathematical models, the water flow module generally adopts a simpler zero equation model in a laminar flow model or a turbulent flow model. However, the water flow motion of the natural river curve is generally turbulent flow, and a laminar flow model and a zero equation model inevitably have larger error with the reality. In addition, the water-sand mathematical model averaged along the water depth is difficult to reflect the influence of the centrifugal force of the curve of the curved river. The value of the manning coefficient has great influence on the numerical simulation result, but no generally accepted method is available for calculating the manning coefficient. The general mathematical model, even including some mature commercial software, selects a single Manning coefficient value in the whole river reach, and adjusts the value of the Manning coefficient step by step through trial calculation to make the simulation result tend to be reasonable. This is time and labor consuming and results in large errors. At present, a water flow module and a sediment module are generally provided with a separation type calculation method and a coupling type calculation method, the separation type calculation method has small calculation amount but brings large errors, and the coupling type calculation method has high precision but has large calculation amount and inevitably consumes much time in numerical simulation of long river reach.
In summary, an efficient two-dimensional numerical simulation method for the sediment plane of the curved river channel water flow is absent at present.
Disclosure of Invention
In view of this, the present invention provides a two-dimensional numerical simulation method and system for river channel water flow sediment plane, which introduces a relatively accurate turbulence mathematical model, improves the precision of numerical simulation, and reduces the amount of calculation.
In a first aspect, an embodiment of the present invention provides a two-dimensional numerical simulation method for a river sediment plane, including:
establishing a planar two-dimensional model control equation, determining a numerical simulation area and importing initial data;
carrying out coordinate transformation on the numerical simulation area and the control equation, and starting a water flow module to calculate water flow parameters;
starting a sediment module to calculate the suspended load silt flushing parameters and the bed load silt flushing parameters;
and calculating the deformation of the riverbed and the adjustment of the sand collection of the riverbed, intermittently starting the water flow module after the water flow module is stable, and starting the sediment module all the time.
With reference to the first aspect, an embodiment of the present invention provides a first possible implementation manner of the first aspect, wherein the flow parameters include flow rate, water level, and turbulent viscosity coefficient values, and the performing coordinate transformation on the numerical simulation area and the control equation and solving the flow parameters according to the initial data includes:
carrying out aptamer coordinate transformation on the numerical simulation area by using a Poisson equation method;
carrying out coordinate transformation on the control equation under the original rectangular coordinate system, and carrying out discrete processing on the transformed control equation by using a finite volume method;
and solving the flow rate, the water level and the turbulent fluctuation viscosity coefficient value for the discrete control equation by using a pressure coupling equation semi-implicit SIMPLEC algorithm.
With reference to the first aspect, an embodiment of the present invention provides a second possible implementation manner of the first aspect, where the suspended matter erosion parameter includes a suspended matter transport erosion thickness, the bed load erosion parameter includes a bed load transport erosion thickness, and the calculating the suspended matter erosion parameter and the bed load erosion parameter according to the water flow parameter includes:
judging whether the calculation time meets a first time condition;
if the first time condition is met, solving suspensoid parameters of each particle size group according to a suspensoid sediment transport equation, and solving the suspensoid transport erosion and deposition thickness according to a non-uniform suspensoid riverbed deformation equation;
solving the single-width sand conveying rate of the bed load according to the initial data, and solving the transport and erosion-deposition thickness of the bed load according to a non-uniform bed load transport equation;
if the first time condition is not met, re-iterating to calculate the water flow parameter;
if the second time condition is met, outputting a result; otherwise, returning to recalculate the water flow module (intermittent type) and the sediment module.
With reference to the first aspect, an embodiment of the present invention provides a third possible implementation manner of the first aspect, where the obtaining of the new river bed height by performing update adjustment according to the suspended load silt flushing parameter and the bed load silt flushing parameter includes:
carrying out river bed elevation updating according to the suspended load silt flushing parameters and the bed load silt flushing parameters;
bed sand grading adjustment is carried out by utilizing a bed sand grading adjustment equation;
judging whether the calculation time meets the preset total calculation time or not;
if the preset total time is met, stopping iteration and outputting the new riverbed elevation and related data;
and if the preset total time is not met, iteratively calculating the water flow parameters again and carrying out the updating adjustment.
With reference to the first possible implementation manner of the first aspect, an embodiment of the present invention provides a fourth possible implementation manner of the first aspect, where the fourth possible implementation manner further includes an adaptive algorithm for establishing a manning coefficient, where the adaptive algorithm includes:
dividing the simulated river reach into a plurality of sub-reach according to the initial data, wherein the horizontal slope of the sub-reach is different;
predicting the Manning coefficient of the sub-river reach to obtain a Manning prediction coefficient, and setting a correction iteration step;
and under the condition of reaching the correction iteration step, correcting the Manning prediction coefficient according to the magnitude relation between the calculated value and the measured value of the horizontal gradient drop. Dividing the simulated river reach into a plurality of sub-reach according to the initial data, wherein the horizontal slope of the sub-reach is different;
predicting the Manning coefficient of the sub-river reach to obtain a Manning prediction coefficient, and setting a correction iteration step;
and under the condition of reaching the correction iteration step, correcting the Manning prediction coefficient according to the magnitude relation between the calculated value and the measured value of the horizontal gradient drop.
With reference to the second possible implementation manner of the first aspect, an embodiment of the present invention provides a fifth possible implementation manner of the first aspect, where the initial data includes dry volume weight of silt and average flow velocity of vertical lines, and the solving the bed load drift scouring thickness according to the non-uniform bed load drift equation includes:
calculating the transport erosion and deposition thickness of the bed load according to the following formula:
wherein Z is b The thickness of the bed load moving and slushing, g b,L Said single width transport rate of said bed load being of size group L, g bx,L And g by,L Single wide sand transport rate Z of bed load silt in x direction and y direction for said Lth particle size group b,L For the sluicing thickness, gamma, caused by the L-th group of the offset silt s ' is the dry volume weight of the silt, N S The number of the silt grouped according to the particle size is U, V are the components of the average flow velocity of the vertical line in the x and y directions respectively, x is an x axis, y is a y axis, t is time, b is the bed load, and L is the particle size number.
With reference to the second possible implementation manner of the first aspect, an embodiment of the present invention provides a sixth possible implementation manner of the first aspect, where the suspended solid parameters of each particle size group include a sand entrainment force, a settling velocity, a recovery saturation coefficient, and a sand content of the suspended solid sediment, and the suspended solid transport and silt flushing thickness is solved according to a non-uniform suspended solid riverbed deformation equation:
calculating the thickness of the transport erosion and deposition of the suspended load according to the following formula:
wherein, Z S For the thickness, Z, of the suspended load transport S,L Sluicing thickness, N, for group L particle size sand suspensions S The number of the silt groups according to the particle size of the silt,ω L ,α L the sand-holding force, the settling velocity and the recovery saturation coefficient of the L-th group of suspended load sediment, S L Is said sand content, γ, of said group L s ' is the dry volume weight of silt, s is the suspension, t is the time, and L is the particle size number.
With reference to the first aspect, an embodiment of the present invention provides a seventh possible implementation manner of the first aspect, where the water flow module includes a continuity equation, an x and y direction momentum equation, a k-equation, and an epsilon-equation, and the sediment module includes a heterogeneous suspended matter unbalanced sediment transport equation, a homogeneous suspended matter riverbed deformation equation, a heterogeneous bed moving matter transport equation, and a bed sand grading adjustment equation.
With reference to the seventh possible implementation manner of the first aspect, an embodiment of the present invention provides an eighth possible implementation manner of the first aspect, where the method further includes establishing a half-coupling algorithm for the water flow module and the sediment module, where the half-coupling algorithm includes a first simulation time period, a second simulation time period, and a third simulation time period, where the first simulation time period is several previous steps from the start of calculation, the water flow module is started first, and the sediment module does not participate in calculation; the second simulation time interval is that after the water flow module is stable, the water flow module and the sediment module are started simultaneously; the third simulation period is intermittent starting the water flow module and the sediment module all the time.
In a second aspect, an embodiment of the present invention provides a two-dimensional numerical simulation system for river sediment planes, including:
the system comprises a preparation module, a data processing module and a data processing module, wherein the preparation module is used for establishing a planar two-dimensional model control equation, determining a numerical simulation area, importing initial data and carrying out coordinate transformation on the numerical simulation area and the control equation;
the water flow module is used for calculating water flow parameters according to the initial data;
and the sediment module is used for calculating the erosion and deposition parameters of the suspended load and the bed load, and calculating the deformation of the riverbed and the adjustment of the sand collection and distribution of the riverbed.
The invention provides a two-dimensional numerical simulation method and a two-dimensional numerical simulation system for a water flow sediment plane of a natural curved river channel.
In the numerical simulation system, firstly, a numerical simulation area and a control equation are determined, and initial data is imported with values of relevant parameters; secondly, carrying out coordinate transformation on the numerical simulation area and the control equation, starting a water flow module, and solving water flow parameters according to initial data; then, starting a sediment module, calculating the relevant parameters of the suspended load and the bed load according to the water flow parameters, and calculating the deformation of the riverbed to obtain a new riverbed elevation and new bed sand gradation; and finally, after the water flow module is basically stable, intermittently starting the water flow module, and starting the sediment module all the time.
The invention introduces a turbulent flow mathematical model, considers the influence of the circular flow of the bend on the water flow movement, simultaneously considers the influence of the non-uniform suspension and the bed load migration on the deformation of the riverbed, establishes a self-adaptive algorithm related to the Manning coefficient and a semi-coupling algorithm related to the water flow module and the sediment module, improves the precision of numerical simulation and reduces the calculated amount.
Additional features and advantages of the invention will be set forth in the description which follows, and in part will be obvious from the description, or may be learned by practice of the invention. The objectives and other advantages of the invention will be realized and attained by the structure particularly pointed out in the written description and claims hereof as well as the appended drawings.
In order to make the aforementioned and other objects, features and advantages of the present invention comprehensible, preferred embodiments accompanied with figures are described in detail below.
Drawings
In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings used in the embodiments or the prior art descriptions will be briefly described below, and it is obvious that the drawings in the following description are some embodiments of the present invention, and other drawings can be obtained by those skilled in the art without creative efforts.
Fig. 1 is a flow chart of a two-dimensional numerical simulation method for river sediment planes according to an embodiment of the present invention;
fig. 2 is a flow chart of another two-dimensional numerical simulation method for river sediment plane according to an embodiment of the present invention;
fig. 3 is a schematic diagram of a two-dimensional numerical simulation system of a river sediment plane according to an embodiment of the present invention;
fig. 4 is a flowchart of a method of step S102 according to an embodiment of the present invention.
Icon:
10-preparing a module; 20-a water flow module; and (6) 30-a sediment module.
Detailed Description
To make the objects, technical solutions and advantages of the embodiments of the present invention clearer, the technical solutions of the present invention will be clearly and completely described below with reference to the accompanying drawings, and it is apparent that the described embodiments are some, but not all embodiments of the present invention. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.
Based on the fact that an efficient two-dimensional numerical simulation method for the river channel water flow sediment plane is lacked in the prior art, the two-dimensional numerical simulation method and the system for the river channel water flow sediment plane provided by the embodiment of the invention introduce an accurate turbulence mathematical model, consider the influence of curve circulation on water flow movement, consider the influence of non-uniform suspension and bed load migration on riverbed deformation, establish a self-adaptive algorithm related to a Manning coefficient and a semi-coupling algorithm related to a water flow module and a sediment module, improve the precision of numerical simulation and reduce the calculation amount.
In order to facilitate understanding of the embodiment, a two-dimensional numerical simulation method of a river sediment plane disclosed by the embodiment of the invention is first described in detail.
Fig. 1 is a flow chart of a two-dimensional numerical simulation method for a river sediment plane according to an embodiment of the present invention.
Referring to fig. 1, the two-dimensional numerical simulation method of the sediment plane of the river flow comprises the following steps:
step S101, establishing a planar two-dimensional model control equation, determining a numerical simulation area and importing initial data;
step S102, carrying out coordinate transformation on the numerical simulation area and the control equation, and starting a water flow module to calculate water flow parameters;
step S103, starting a sediment module to calculate the suspended load silt flushing parameters and the bed load silt flushing parameters;
and step S104, calculating the deformation of the riverbed and the adjustment of the riverbed sand collection, intermittently starting the water flow module after the water flow module is stable, and starting the sediment module all the time.
According to an exemplary embodiment of the present invention, the water flow parameters include flow rate, water level and turbulent viscosity coefficient values, and the step S102 includes:
referring to fig. 4, in step S201, performing aptamer coordinate transformation on the numerical simulation area by using a poisson equation method;
step S202, coordinate transformation is carried out on the control equation under the original rectangular coordinate system, and discrete processing is carried out on the transformed control equation by using a finite volume method;
and S203, solving the flow velocity, water level and turbulent viscous coefficient values of the discretized control equation by using a pressure coupling equation semi-implicit SIMPLEC algorithm.
Specifically, the main calculation flow is introduced as follows: firstly, determining a numerical simulation area and an import and export boundary condition; carrying out aptamer coordinate transformation on the numerical simulation area by using a Poisson equation method; carrying out coordinate transformation on a control equation of a plane two-dimensional water and sand migration turbulent flow mathematical model under an original rectangular coordinate system, and dispersing each control equation by using a finite volume method; then, calculating water flow parameters of each node, namely flow velocity, water level and turbulent viscosity coefficient values by using a simple algorithm; then, calculating the unbalanced sediment transport process of the suspended load sediment, and calculating the bed sediment gradation to obtain a suspended load silt flushing parameter and a bed sediment flushing parameter; finally, a new bank boundary is determined and repeated iterations from the simple algorithm to the new bed height are performed until a specified iteration step is reached.
According to an exemplary embodiment of the present invention, the suspended load erosion parameter includes a suspended load transport erosion thickness, the bed load erosion parameter includes a bed load transport erosion thickness, and step S103 includes:
judging whether the calculation time meets a first time condition;
if the first time condition (t) is satisfied>t 1 ) Solving the suspended load parameters of each particle size group according to a suspended load sediment transport equation, and solving the suspended load transport erosion and deposition thickness according to a non-uniform suspended load riverbed deformation equation;
solving the single-width sand conveying rate of the bed load according to the initial data, and solving the transport and erosion-deposition thickness of the bed load according to an inhomogeneous bed load transport equation;
and if the first time condition is not met, re-iterating to calculate the water flow parameters.
Specifically, the first time is t in FIG. 2 1 The calculation time required to substantially stabilize the water flow module for the start of the calculation is shown.
According to an exemplary embodiment of the present invention, step S104 includes:
carrying out riverbed elevation updating according to the suspended load silt flushing parameter and the bed load silt flushing parameter;
bed sand grading adjustment is carried out by utilizing a bed sand grading adjustment equation;
judging whether the calculation time meets the preset total calculation time or not;
if the preset total time is met, outputting the elevation of the new river bed and a related calculation result;
and if the preset total time is not met, iterating and calculating the water flow parameters again and carrying out updating and adjusting. And after the water flow parameters are basically stable, intermittently starting the water flow module, and starting the sediment module all the time.
Specifically, the total calculation time is preset as t in FIG. 2 max Shown is the total calculated time given.
Specifically, the adjustment equation of the sand gradation of the partial bed is set as follows:
the mixed active layer of alluvial river, also called mixed exchange layer, is a river bed layer in active state, in which the exchange of material with the moving sediment in water flow is continuously carried out in a certain range under the bed surface. The sand grading of the mixed active layer has important influence on the bed resistance and the water flow sand-carrying force, and is one of the key problems in researching the alluvial river bed alluvial deposit change. The thickness and the grain size grading of the bed sand of the mixed layer will change when the riverbed is subjected to scouring and silting. The formula for calculating the thickness of the hybrid active layer is still not very mature at present, and the simplest method is to consider the thickness of the hybrid layer equal to Sha Po with a slope height of about 2-3m. The bed sand gradation adjustment equation of the mixed moving bed is shown as a formula (1):
wherein z is b The elevation of the river bed is taken as the elevation of the river bed,E m to mix the thickness of the active layer, P mL The percentage of the bed sand of the L-th particle size group in the whole movable bed sand, namely the bed sand gradation of the mixed movable bed, P mL,0 Grading the original bed sand. The fifth item at the left end of the formula has the physical meaning that the lower interface of the mixing layer is continuously cut into the riverbed in the scouring process so as to obtain the supply of the riverbed to the mixing layer, and further, enough particles in the mixing layer are ensured to be scoured. Epsilon when the mixing layer is related to the original riverbed during the scouring process 1 =0, otherwise ε 1 ＝1。
According to an exemplary embodiment of the invention, the numerical simulation area comprises a simulated river section, further comprising, before solving the discrete control equations for flow rate, water level and turbulent viscosity coefficient values:
dividing the simulated river reach into a plurality of sub-river reach according to the initial data, wherein the horizontal slope of the sub-river reach is different;
predicting the Manning coefficient of the sub river reach to obtain a Manning prediction coefficient, and setting a correction iteration step;
and when the correction iteration step is reached, correcting the Manning prediction coefficient according to the magnitude relation between the calculated value and the actually measured value of the horizontal gradient drop.
Specifically, the above is a method for calculating a manning coefficient, and in terms of selecting the manning coefficient, the embodiment of the invention establishes a self-adaptive fast algorithm, which can automatically adjust the value of the manning coefficient of each sub-river reach according to the measured data, thereby greatly reducing the trial calculation time and improving the simulation accuracy. The method is characterized in that the river reach to be researched is properly divided into a plurality of sub-river reaches, and the Manning coefficient is enabled to take different values in different sub-river reaches through a self-adaptive algorithm. Therefore, the calculation workload required for trial calculation of the Manning coefficient value is greatly reduced, and the calculation result is closer to the actual value. The specific algorithm is explained as follows:
firstly, dividing the simulated river into several sub-river sections according to data such as actually measured water level and the like, wherein the water surface slopes and dips of the sub-river sections are different; when the calculation is started, firstly giving guess values of the sub-river reach n; if the value of n is corrected in each iteration step, the calculation process is unstable, and in order to avoid the phenomenon, the value of n can be corrected once every several steps (such as 30 steps); if the calculated value of the water surface slope of the sub river reach is smaller than the measured value, n is increased by a certain value (such as 0.0005); on the contrary, if the calculated value of the water surface gradient of the sub river reach is larger than the measured value, n is reduced by a certain value (such as 0.0005); and finally, after a plurality of steps of calculation, if the value of n tends to be stable, the value is the value of the Manning coefficient.
The following describes the planar two-dimensional turbulent water-sand mathematical model provided by the embodiment of the invention in detail. In the long-time simulation in a long river period, the calculation time required by the three-dimensional numerical simulation is too long and generally unacceptable. Because the width-depth ratio of the natural river channel is relatively large, the three-dimensional turbulent flow water-sand mathematical model can be averaged along the water depth to obtain the plane two-dimensional turbulent flow water-sand mathematical model provided by the embodiment of the invention. The model consists of the following water flow modules and sediment modules:
the water flow module includes:
water flow continuity equation, as in equation (2):
the x-direction momentum equation, as in equation (3):
the y direction momentum equation is as the formula (4):
a turbulent kinetic energy equation (k-equation), as in equation (5):
a turbulent kinetic energy dissipation ratio equation (ε -equation), such as equation (6):
in the formula: zeta is water level, h is water depth, u and v are components of average flow velocity of vertical line in x and y directions, v is viscosity coefficient of water flow movement, v t Is the turbulent viscosity coefficient of water flow, k is the turbulent kinetic energy, epsilon is the dissipation rate of the turbulent kinetic energy, and tau bx ,τ by Friction terms at the bottom in the x-direction and y-direction, respectively, F bx ,F by Coriolis force terms in the x and y directions caused by the rotation of the earth. Tau. bx ,τ by Can be calculated as in equations (7) (8):
wherein g is the gravity acceleration and n is the Manning coefficient.
Specifically, the water flow module includes a control equation, the control equation needs to be subjected to coordinate transformation, and a manning coefficient is used, which needs to be selected by using the manning coefficient calculation method provided in the above embodiment of the present invention. The water flow module specifically includes, as shown in fig. 2: and (3) momentum interpolation, namely solving the value of the inverse variable flow velocity at the interface, solving a water level correction equation to obtain a water level correction value, updating the water level, the flow velocity and the inverse variable flow velocity on the interface, solving a momentum dispersion equation to obtain new flow velocity distribution, solving a k-epsilon dispersion equation to obtain the distribution of k and epsilon, calculating the turbulent viscous coefficient, and then judging the first time condition.
Silt module includes:
(1) Non-uniform suspended load imbalance sand transport equation:
according to the characteristics of the suspension and bed load distribution of the simulated river reach, a non-uniform sand model is adopted. Heterogeneous suspension mudThe sand can be divided into N according to its particle size S Group S L Representing the silt content of group L, P SL The content of the suspended sand in the particle size group is represented by S, and then S represents the total sand content L ,P SL The relationship between S is formula (9) (10):
S L ＝SP SL ， (9)
aiming at the sand content of the L group of grain diameters in the heterogeneous suspended sand, the plane two-dimensional suspended sand unbalanced transport basic equation is shown as a formula (11):
in the above formula, the first and second carbon atoms are,ω L ,α L the sand-carrying capacity, settling velocity and saturation recovery coefficient of the L group of suspended load sediment; epsilon x ,ε y The diffusion coefficients in the x, y horizontal directions, respectively. Note S * In order to obtain the total sand-holding force,the sand-carrying capacity gradation of the L group of sediment has the following formula (12):
(2) Deformation equation of non-uniform suspension mass riverbed:
note Z S,L Sluicing thickness, gamma, for group L particle size sand suspensions s ' is the dry volume weight of silt, the riverbed scouring deformation caused by the silt of the L-th particle size group is determined by the following equation (13):
note Z S The total deformation of the riverbed caused by the suspended matter is shown as the formula (14):
when Z is S &0, the river bed silts up; when Z is S &When the water level is not more than 0, the river bed is flushed; z S And when the mark is 0, the river bed is not flushed or silted.
Specifically, the calculating step is a specific method for solving the thickness of the suspended load transportation and erosion and deposition according to the deformation equation of the non-uniform suspended load riverbed, and finally the thickness Z of the suspended load transportation and erosion and deposition is obtained through calculation S And according to Z S And judging the deformation condition of the riverbed.
(3) Non-uniform bed transport equation
The bed load can be divided into N according to particle size b The sludging thickness caused by the group, the L group pushing the silt is Z b,L ；g bx,L And g by,L The single-width sand conveying rate of the L-th particle size group migration mass silt in the x direction and the y direction is obtained; g b,L The single-width sediment transport rate of the bed sediment of the Lth particle size group is shown in the formula (15):
if g is found b,L Then g is obtained bx,L ,g by,L The following equation (16) and (17) can be obtained:
the sand conveying rate of each group of bed load is calculated according to the particle size groups, and the calculation of the total deformation of the riverbed caused by the bed load is shown as the formula (18):
if both the suspended load and the bed load are considered, the total scouring thickness in the full sand model is shown as formula (18):
Z＝Z S +Z b (19)
specifically, the calculating step is a specific method for solving the bed load transportation and erosion and deposition thickness according to the non-uniform bed load transportation equation, and finally the bed load transportation and erosion and deposition thickness Z is obtained through calculation b And summing the suspended load and the bed load to obtain the total scouring and silting thickness Z.
It should be noted that the sediment module further includes a bed sand gradation adjustment equation, which has been described in the foregoing, and is not described herein again.
In addition to the water flow module and sediment module, the present model also includes a preparation module as shown in fig. 2, which is also mentioned above and will be described in detail below. The method comprises the following steps of giving a simulation area, initial boundary conditions and riverbed elevations of actual measurement points, performing aptamer coordinate transformation and area subdivision, calculating relevant parameters of coordinate transformation, calculating rectangular coordinates of grid nodes, and calculating the riverbed elevations of the grid nodes through interpolation; then, giving the distribution of the full-field water level z, the flow velocity u and the flow velocity v, calculating the value of the inverse flow velocity U, V at a node, obtaining the value of an interface by linear interpolation, and finally solving a momentum dispersion equation to obtain the initial flow velocity distribution.
The two-dimensional numerical simulation method for the river channel water flow sediment plane, provided by the embodiment of the invention, is characterized in that a complex turbulent flow mathematical model is introduced and partially improved in a plane two-dimensional numerical simulation research, so that the influence of curve circulation can be reflected, and the method is specifically embodied in that a k-epsilon two-equation turbulent flow model is introduced into a water flow module and local improvement on parameters is performed, namely a modified RNG k-epsilon turbulent flow model. Meanwhile, in order to reflect the influence of the centrifugal force of the curve, the momentum equation is corrected, the increased calculated amount is not large, and the numerical simulation precision can be improved;
in addition, a self-adaptive fast algorithm is established for selecting the Manning coefficient, the value of the Manning coefficient of each sub-river reach can be automatically adjusted according to the actual measurement data, the trial calculation time is greatly shortened, and the simulation accuracy is improved. Not only can save a large amount of computation, but also can select proper Manning coefficient values in different sub-river segments according to the actual measurement result, so that the computation result is as close to the actual measurement value as possible.
Besides, a half-coupling algorithm related to the water flow module and the sediment module is established, the calculated amount is greatly reduced compared with the coupling algorithm, and the precision is improved compared with a separation algorithm. The half-coupling algorithm of the water flow and sediment module is higher in calculation precision than the separation algorithm, and the calculation amount is much smaller than that of the coupling algorithm.
The above description of the simulation method provided by the embodiment of the present invention will supplement the following description of the algorithm in terms of different treatment modes of the water flow module and the sediment module in the following three simulation periods.
(1) The first simulation period:
and starting the water flow module at a plurality of time steps before the calculation is started, wherein the sediment module does not participate in the calculation. Because the water level and the flow rate are assumed when the calculation is started and have larger difference with the actual condition, if the sediment module also participates in the calculation, the program is often diverged or certain calculation errors are caused. For the simulated river reach, the time for the water flow module to reach basic stable simulation generally needs 5 hours, and if the time step length is 12s, the water flow module can be started only before about the first 1500 time steps.
(2) A second simulation period:
after the water flow module is basically stable, the water flow module and the sediment module are started simultaneously, and a plurality of time steps are calculated, so that information exchange is carried out on water flow and sediment in real time, and the water flow module is more stable. If the two modules are started to simulate the numerical value for 7 hours after the water flow module is basically stable, the total simulation time reaches about 12 hours.
(3) A third simulation period:
after the second simulation period, the flow rate and the water level change very little at each time step, and if the water flow module at each time step participates in the calculation, huge waste of calculation resources is certainly caused. The reason is that the water flow module occupies more time in the whole calculation, which is equivalent to 2 to 5 times of the calculation time of the sediment module, and the calculation time is different according to different non-uniform sand grouping numbers. However, if only the silt module is started, the silt erosion deformation for a long time also has great influence on the water flow conditions such as flow speed, water level and the like.
In view of the above reasons, in this time period, the water flow module is started intermittently, that is, the water flow module is started every fixed time and stopped after working for a period of time; then starting and stopping, and circulating until reaching the specified simulation time. For the simulated river reach, the specific time interval can be 12 hours, namely the water flow module is started once every 12 hours, and the water flow module is stopped after 1 hour of calculation.
Fig. 3 is a schematic diagram of a two-dimensional numerical simulation system of a river sediment plane according to an embodiment of the present invention.
Referring to fig. 3, the two-dimensional numerical simulation system for the sediment level of the river comprises:
the preparation module 10 is used for giving a simulation area and an initial boundary condition, performing body-to-body coordinate transformation, calculating coordinates of grid nodes, and calculating a riverbed elevation value at the grid nodes through interpolation. Initial distribution of full field water level and flow rate is given.
A water flow module 20 for calculating water flow related parameters including water level, flow rate, turbulence energy and its dissipation rate using a pressure velocity coupling algorithm (simple).
And the sediment module 30 is used for solving a suspended load sediment transport equation and a pushed load sediment transport equation according to the calculated water flow parameters to obtain the bed deformation caused by the bed load and the suspended load, updating the bed deformation and updating the bed sand grain size grading.
According to an exemplary embodiment of the invention, the water flow module is solved first, and the flow velocity, the water level, the turbulent viscosity coefficient and the like are solved, including:
carrying out aptamer coordinate transformation on the numerical simulation area by using a Poisson equation method;
carrying out coordinate transformation on a control equation under an original rectangular coordinate system, and carrying out discrete processing on the transformed control equation by using a finite volume method;
and solving the discrete control equation by using a SIMPLEC algorithm to obtain the values of the flow velocity, the water level and the turbulent viscosity coefficient.
Secondly, solve the silt module, try to get suspension matter rivers power of carrying sand, push single wide defeated sand rate, suspension matter and the riverbed deformation and bed sand gradation adjustment that the bed sand caused of bed matter of moving, include:
solving the suspended load parameters of each particle size group according to a suspended load sediment transport equation, and solving the suspended load transport erosion and deposition thickness according to a non-uniform suspended load riverbed deformation equation;
solving the single-width sand conveying rate of the bed load according to the initial data, and solving the transport and erosion-deposition thickness of the bed load according to a non-uniform bed load transport equation;
and adjusting the river bed elevation and bed sand gradation according to the sludging thickness of the suspended load silt and the pushing load silt.
If the time condition is not met, the water flow module (intermittent) and the sediment module are continuously started, and the calculation of the next time step is started.
The two-dimensional numerical simulation system for the river channel water flow sediment plane provided by the embodiment of the invention has the same technical characteristics as the two-dimensional numerical simulation method for the river channel water flow sediment plane provided by the embodiment, so that the same technical problems can be solved, and the same technical effect can be achieved.
The computer program product of the method and system for simulating two-dimensional numerical values of river channel water flow silt planes provided by the embodiments of the present invention includes a computer-readable storage medium storing program codes, instructions included in the program codes may be used to execute the method described in the foregoing method embodiments, and specific implementation may refer to the method embodiments, which are not described herein again.
It is clear to those skilled in the art that, for convenience and brevity of description, the specific working processes of the system and the apparatus described above may refer to the corresponding processes in the foregoing method embodiments, and are not described herein again.
The functions, if implemented in the form of software functional units and sold or used as a stand-alone product, may be stored in a computer readable storage medium. Based on such understanding, the technical solution of the present invention or a part thereof which substantially contributes to the prior art may be embodied in the form of a software product, which is stored in a storage medium and includes several instructions for causing a computer device (which may be a personal computer, a server, or a network device) to execute all or part of the steps of the method according to the embodiments of the present invention. And the aforementioned storage medium includes: a U-disk, a removable hard disk, a Read-Only Memory (ROM), a Random Access Memory (RAM), a magnetic disk or an optical disk, and other various media capable of storing program codes.
Furthermore, the terms "first," "second," and "third" are used for descriptive purposes only and are not to be construed as indicating or implying relative importance.
Finally, it should be noted that: the above-mentioned embodiments are only specific embodiments of the present invention, which are used for illustrating the technical solutions of the present invention and not for limiting the same, and the protection scope of the present invention is not limited thereto, although the present invention is described in detail with reference to the foregoing embodiments, those skilled in the art should understand that: any person skilled in the art can modify or easily conceive the technical solutions described in the foregoing embodiments or equivalent substitutes for some technical features within the technical scope of the present disclosure; such modifications, changes or substitutions do not depart from the spirit and scope of the embodiments of the present invention, and they should be construed as being included therein. Therefore, the protection scope of the present invention shall be subject to the protection scope of the claims.
Claims (10)
1. A two-dimensional numerical simulation method for a river channel water flow sediment plane is characterized by comprising the following steps:
establishing a planar two-dimensional model control equation, determining a numerical simulation area and importing initial data;
carrying out coordinate transformation on the numerical simulation area and the control equation, and starting a water flow module to calculate water flow parameters;
starting a sediment module to calculate the suspended load silt flushing parameters and the bed load silt flushing parameters;
and calculating the deformation of the riverbed and the adjustment of the sand collection of the riverbed, intermittently starting the water flow module after the water flow module is stable, and starting the sediment module all the time.
2. The two-dimensional numerical simulation method for river sediment level according to claim 1, wherein the flow parameters comprise flow velocity, water level and turbulent viscosity coefficient values, and the coordinate transformation of the numerical simulation area and the control equation and the activation of the flow module to calculate the flow parameters comprises:
carrying out aptamer coordinate transformation on the numerical simulation area by using a Poisson equation method;
carrying out coordinate transformation on the control equation under the original rectangular coordinate system, and carrying out discrete processing on the transformed control equation by using a finite volume method;
and solving the flow rate, the water level and the turbulent fluctuation viscosity coefficient value for the discrete control equation by using a pressure coupling equation semi-implicit SIMPLEC algorithm.
3. The two-dimensional numerical simulation method for the sediment plane of the river channel water flow according to claim 1, wherein the suspended load scouring parameters comprise suspended load transport scouring thickness, the bed load scouring parameters comprise bed load transport scouring thickness, and the calculation of the suspended load parameters and the bed load parameters by the sediment starting module comprises:
judging whether the calculation time meets a first time condition;
if the first time condition is met, solving suspended sediment parameters of each particle size group according to a suspended sediment transport equation, and solving scouring thickness caused by the transport of the suspended sediment according to a non-uniform suspended sediment riverbed deformation equation;
solving the single-width sand conveying rate of the bed load according to the initial data, and solving the transport and erosion-deposition thickness of the bed load according to a non-uniform bed load transport equation;
if the first time condition is not satisfied, re-iteratively calculating the water flow parameter.
4. The two-dimensional numerical simulation method of the riverway water flow sediment plane according to claim 1, wherein the calculating of the riverbed deformation and the adjustment of the riverbed sediment concentration comprises:
carrying out river bed elevation updating according to the suspended load silt flushing parameters and the bed load silt flushing parameters;
bed sand grading adjustment is carried out by utilizing a bed sand grading adjustment equation;
judging whether the calculation time meets the preset total calculation time or not;
if the preset total time is met, outputting the height of the new river bed;
and if the preset total time is not met, iteratively calculating the water flow parameters again and carrying out updating adjustment.
5. The two-dimensional numerical simulation method for the sediment level in a river course water flow of claim 2, further comprising an adaptive algorithm for establishing a Manning coefficient, wherein the adaptive algorithm comprises:
dividing the simulated river reach into a plurality of sub-reach according to the initial data, wherein the horizontal slope of the sub-reach is different;
predicting the Manning coefficient of the sub-river reach to obtain a Manning prediction coefficient, and setting a correction iteration step;
and in the case of reaching the correction iteration step, correcting the Manning prediction coefficient according to the magnitude relation between the calculated value and the measured value of the horizontal gradient descent.
6. The two-dimensional numerical simulation method for the sediment level of a river channel water flow of claim 3, wherein the initial data comprises dry volume weight of sediment and average flow velocity of a vertical line, and the step of solving the transport sediment thickness of the bed sediment according to the non-uniform bed sediment transport equation comprises the steps of:
calculating the bed load transport erosion-deposition thickness according to the following formula:
wherein Z is b The thickness of the bed load moving and slushing, g b,L Said single width transport rate of said bed load being of size group L, g bx,L And g by,L Single wide sand transport rate Z of bed load silt in x direction and y direction for said Lth particle size group b,L For sludging thickness, gamma, caused by the L-th group of drift masses s ' is the dry volume weight of the silt, N S The number of the silt grouped according to the particle size is U, V are the components of the average flow velocity of the vertical line in the x and y directions respectively, x is an x axis, y is a y axis, t is time, b is the bed load, and L is the particle size number.
7. The two-dimensional numerical simulation method for sediment level in river course water flow according to claim 3, wherein the suspended matter parameters of each particle size group comprise sand entrainment force, settling velocity, saturation recovery coefficient and sand content of the suspended matter sediment, and the step of solving the scouring thickness caused by sediment transport of the suspended matter according to the non-uniform suspended matter riverbed deformation equation comprises the following steps:
calculating the thickness of the transport erosion and deposition of the suspended load according to the following formula:
wherein Z is S For the thickness of the suspended load transportation and sludging, Z S,L Sluicing thickness due to suspended sand of group L particle sizeDegree, N S The number of the silt groups according to the particle size of the silt,ω L ,α L the sand-holding force, the settling velocity and the recovery saturation coefficient of the L-th group of suspended load sediment, S L Is said sand content, γ, of said group L s ' is the dry volume weight of silt, s is the suspension, t is the time, and L is the particle size number.
8. The two-dimensional numerical simulation method of a sediment plane of a river course water flow of claim 1, wherein the water flow module comprises a continuity equation, an x and y direction momentum equation, a k-equation and an epsilon-equation, and the sediment module comprises a non-uniform suspended matter imbalance sediment transport equation, a uniform suspended matter riverbed deformation equation, a non-uniform bed moving matter transport equation and a bed sand grading adjustment equation.
9. The two-dimensional numerical simulation method for the sediment level of river channel water flow according to claim 8, further comprising establishing a half-coupling algorithm for the water flow module and the sediment module, wherein the half-coupling algorithm comprises a first simulation time period, a second simulation time period and a third simulation time period, the first simulation time period is a plurality of previous calculation steps, the water flow module is started first, and the sediment module does not participate in the calculation; the second simulation time period is that after the water flow module is stabilized, the water flow module and the sediment module are started simultaneously; the third simulation period is intermittent starting the water flow module and the sediment module all the time.
10. The utility model provides a two-dimensional numerical simulation system of river course rivers silt plane which characterized in that includes:
the system comprises a preparation module, a data processing module and a data processing module, wherein the preparation module is used for establishing a planar two-dimensional model control equation, determining a numerical simulation area, importing initial data and carrying out coordinate transformation on the numerical simulation area and the control equation;
the water flow module is used for calculating water flow parameters according to the initial data;
and the sediment module is used for calculating the erosion and deposition parameters of the suspended load and the bed load, and calculating the deformation of the riverbed and the adjustment of the sand collection and distribution of the riverbed.
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