CN112651189B - General basin water circulation simulation calculation method based on natural sub-basins - Google Patents
General basin water circulation simulation calculation method based on natural sub-basins Download PDFInfo
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Abstract
The invention relates to a general basin water circulation simulation calculation method based on natural sub-basins. And each sub-basin can adopt different production convergence models to fully reflect the characteristics of climate and underlying surface, the river network convergence among the sub-basins is realized through a topological relation model and a hydrodynamic model, and finally the flow process of the outlet section of each sub-basin is calculated. For the influence of cross-basin diversion and water transfer engineering, the influence is generalized to the increase and decrease influence of single river channel flow evolution on the outflow of the most adjacent downstream sub-basin outlet under the input boundary of the upstream flow process. The method can provide powerful theoretical and technical support for basin water resource analysis and calculation and basin water resource optimal allocation.
Description
Technical Field
The invention belongs to the field of basin water circulation simulation analysis, and particularly relates to a basin water circulation simulation calculation method which simulates the characteristics of a basin naturally-produced confluence structure, can adapt to different climates and underlying surface distribution conditions of a basin and can quantitatively analyze the influence of cross-basin diversion and water transfer engineering.
Background
At present, in the field of basin water circulation simulation analysis, a basin water circulation simulation calculation method based on a rainfall station calculation unit is widely applied. According to the method, according to the terrain of a drainage basin, the landform conditions and the distributed rainfall station network, a Thisen polygon method is used for dividing a research drainage basin into a plurality of rainfall station calculation units, each calculation unit corresponds to a Thisen polygon of a corresponding rainfall station, the calculation area is the area occupied by the Thisen polygons, and the rainfall input in the units can be represented by the rainfall process of the corresponding rainfall station. Carrying out evapotranspiration calculation, runoff generation calculation and slope convergence calculation on each calculation unit by adopting a hydrological model to obtain an outflow process of the calculation units; carrying out river confluence calculation below an outlet in the outflow process of the unit area by using a MaskAccu segmented continuous algorithm to obtain a flow process line of the unit area at the outlet of the flow domain; and linearly superposing the flow process of each unit area at the outlet of the basin to obtain the flow process of the research of the cross section of the outlet of the basin.
The method has simple calculation logic, small calculation amount and certain accuracy of the result, and is widely applied to the fields of hydrological prediction, water circulation simulation calculation and the like.
However, this method has the following problems that cannot be ignored:
(1) All rainfall station calculation units adopt the same set of production flow and slope convergence calculation method to calculate the unit outlet outflow process, but actually the unit outlet positions cannot be known, meaningful partition flow results in a drainage basin cannot be obtained, and more importantly, each rainfall station calculation unit only has spatial statistical significance and lacks the physical significance of a water collection unit. For the condition that the climate and underlying surface conditions in the research basin are obviously different, different runoff producing and slope converging calculation methods cannot be selected for a specific rainfall station calculation unit to adapt to the spatial difference of the basin without a theoretical basis, the precision of water circulation simulation calculation is influenced, and the universality and the practicability of the method are also influenced.
(2) In addition, for the outflow process of each rainfall station computing unit, a method for converging river channels by adopting an Masjing root method and obtaining outflow of a research basin outlet by superposition is adopted, so that the problem of insufficient physical significance of river network convergence caused by the fact that a virtual river channel is used instead of an actual river channel exists, and the precision of water circulation simulation computing is further influenced.
(3) Furthermore, the method cannot effectively express the catchment nodes and the actual river channels, cannot solve the problem of quantitative analysis and calculation of diversion influence when cross-basin diversion projects exist in the river basin, and further influences the universality and the practicability of the method.
Disclosure of Invention
The method is characterized in that natural sub-watershed are used as computing units for runoff generation and slope convergence, and the surface rainfall input of each sub-watershed is calculated by the high fault-tolerant surface rainfall computing method. And each sub-basin can adopt different production convergence models to fully reflect the characteristics of climate and underlying surface, the river network convergence among the sub-basins is realized through a topological relation model and a hydraulics model, and finally the flow process of the outlet section of each sub-basin is calculated. For the influence of cross-basin diversion and water transfer engineering, the influence is generalized to the increase and decrease influence of single river channel flow evolution on the outflow of the most adjacent downstream sub-basin outlet under the input boundary of the upstream flow process. The method solves the three problems that the traditional method cannot pertinently consider the calculation of the convergence of the subunit products under different hydrological and climatic conditions in the basin, the river network convergence lacks physical significance, the calculation precision is not high, and the influence of the inflow/outflow of the cross-basin on the water circulation of the basin cannot be quantitatively analyzed, and can provide powerful theoretical and technical support for the analysis and calculation of the water resources of the basin and the optimal configuration of the water resources of the basin.
The concrete technical solution is as follows:
(1) High fault-tolerant surface rainfall calculation method solves the problem of rainfall calculation of natural sub-watershed surfaces
And dividing square grids into respective natural sub-watersheds, wherein the effective area of each grid is the proportion of the effective area to the area of the natural sub-watersheds as the weight, and the rainfall of the natural sub-watersheds is calculated by adopting the following formula.
In the formula: n is the number of grids in the sub-domain; a. The Grid i Is the ith grid effective area; a. The Sub-watershed Is the sub-basin area; p is Grid i Is the ith grid rainfall.
For the rainfall calculation of a single grid, N rainfall stations closest to the central point of the grid are searched through a sorting algorithm, the rainfall value of each station is judged (for example, a system is set to-999, the rainfall of the station in the time period is judged to be absent or not transmitted timely, if the rainfall is detected to-999, the rainfall of the station in the time period is judged to be absent, other rainfall value rationality judgment methods can be added), m (m is less than N) stations with complete and accurate data are selected, the rainfall data based on the m stations are interpolated through a distance square reciprocal method, and the distance square reciprocal method formula is shown as follows:
in the formula: p Station j The rainfall of the jth station in the m stations is calculated; d is a radical of ij The distance between the jth station and the ith grid center point; lat is latitude; lon is longitude.
Through the setting, the method has the following advantages:
(1) the rainfall station with the variable is not taken as a weighting basis, the rainfall of the sub-watershed surface is obtained by weighting the rainfall of the grid according to the area, the calculation is stable, the achievement precision is high, the grid generation and the area weight calculation are all one-time work, and the calculation complexity is low.
(2) The station is screened and selected to carry out the distance reciprocal interpolation grid rainfall process, the requirement on the data quality is not high, the fault-tolerant capability is strong, the calculation precision is high, the speed is high, the station network position information is only required to be updated after the rainfall station changes, and the maintenance is simple.
The high fault-tolerant surface rainfall calculation method can stably and efficiently solve the surface rainfall calculation problem of each natural sub-basin under the conditions that the rainfall station data is occasionally lost and the transmission is not in time.
(2) Method for solving problem of product convergence calculation in sub-watershed under different hydrological and climatic conditions by constructing product convergence calculation method library
Through induction, different hydrological climate conditions of the sub-watershed can be basically divided into the following cases:
1) The climate is dry, the soil layer thickness is large, and the super-seepage flow is obvious;
2) The climate is humid, and the earth surface is easy to store full production flow;
3) The sub-basin lacks a representative evaporative data input;
4) Snow melting runoff exists in high cold and high altitude of the sub-watershed;
on the premise of establishing a production and convergence method library, the algorithm can configure the production and convergence method suitable for each sub-basin according to the requirement through the method number.
For the first case, the algorithm may use either a Howden infiltration curve or a Phillips infiltration curve to perform the super-osmotic flow calculation;
1. hopton infiltration curve
The relative formula for the Hoton infiltration curve is:
f＝f c +(f 0 -f c )e -kt (4)
combined vertical type (4) and formula (5), having:
in the formula: f is the average infiltration rate in the sub-basin time period, mm/h; f. of 0 、f c Respectively the average maximum infiltration capacity and the minimum infiltration capacity of the sub-basin, mm/h; t is duration, h; k is the attenuation coefficient of infiltration capacity, h -1 (ii) a W is the soil water content, mm.
Iterative computation of the relationship f to W is required. The iteration process is as follows: at T = W/f 0 As the first approximation of t, the first approximation ST of W can be calculated from equation (5), if | ST-W>And (4) calculating a first approximate value U of f by using the formula (4), then, T = T + (W-ST)/U, iterating for multiple times until | ST-W | ≦ e, and obtaining the required value of f.
2. Philips infiltration curve
The relative formula for the philips permeability curve is:
in the formula: b and A are two undetermined parameters; other parameters have the same meanings as above.
The relationship of f-W can be directly obtained by a Phillips infiltration curve and a set of parameter values of the coefficients A and B.
After the f-W relation is obtained, in order to fully consider the variability of soil infiltration of the underlying surface, supposing that the distribution of infiltration capacity of each point in the watershed is a parabola on the watershed, calculating the super-infiltration output according to the following formula:
F＝f△t (11)
PE＝P-E (12)
f mm ＝f(1+BX) (13)
in the formula: r IE Is the super-osmotic output flow, mm; f is the infiltration amount in a time period, mm; f. of mm The maximum point infiltration capacity of the drainage basin when the average infiltration capacity of the drainage basin is f is obtained; BX is an exponential coefficient.
For the second case, the algorithm may employ a flooded head calculation method based on a terrain index or a water holding capacity-area curve.
1. Method for calculating full-scale runoff accumulation based on terrain indexes
(1) Calculation of evaporation
In the formula: e a,i The actual evaporation at point i, m; e P M is evapotranspiration power; s rz,i The water shortage in the vegetation root zone is m; s rmax,i The maximum water storage capacity m of the vegetation root system area.
(2) Production flow calculation
In the formula: a is i Is a single wide water collection area at point i, m 2 ；tanβ i Is the slope of the earth's surface at point i; z is a radical of i The depth of the underground water at the point i from the earth surface is m;
m is the average depth of the saturated groundwater surface; s zm The maximum water storage depth m of the unsaturated zone.
If zi is negative, the saturated groundwater will overflow the ground to form surface runoff.
The calculation formula of the infiltration rate at the point i is as follows:
in the formula: s uz,i The soil water content m of the unsaturated zone at the point i; SD i M is the soil water storage capacity of the unsaturated area; t is t d Is a time parameter, h.
The infiltration rate of the whole watershed is as follows:
in the formula: a. The i Is the sum of the areas of all parts with the same terrain index value, m 2 。
In the formula: t is 0 Is saturated hydraulic conductivity, m 2 /h。
Average depth of saturated groundwater level
The calculation formula of (2) is as follows:
2. water storage capacity-area curve-based full-area runoff accumulation calculation method
(1) Calculation of evaporation
When WU + P is more than or equal to E P Time of flight
E U ＝E P E L ＝0 E D ＝0 (21)
When WU + P<E P When WL is greater than or equal to C.WLM
E U ＝WU+P E L ＝(E P -E U )WL/WLM E D ＝0 (22)
When WU + P<E P ，C(E P -E U )≤WL<When C is WLM
E U ＝WU+P E L ＝C(E P -E U ) E D ＝0 (23)
When WU + P<E P ，WL<C(E P -E U ) Time of flight
E U ＝WU+P E L ＝WL E D ＝C(E P -E U )-E L (24)
E＝E U +E L +E D (25)
In the formula: e P The evapotranspiration capacity; p is rainfall; WL is the water content of the lower soil; WU is the upper soil water content; WLM is the water content of the underlying soil; c is evaporation diffusion coefficient; e U The evaporation capacity of the upper soil layer; e L The evaporation capacity of the soil at the lower layer; e D The evaporation capacity of the deep soil; e is the total evaporation.
(2) Full production flow calculation
When a + PE is less than or equal to WMM (river basin partial area runoff yield):
when a + PE > WMM (full-range production):
R＝PE-(WM-W) (27)
wherein:
in the formula: r is full production flow, mm; a is the maximum watershed amount of the watershed, which corresponds to the initial average watershed amount W of the watershed, and is mm; b is a parabolic index; WM is the average water storage capacity of the drainage basin; WMM is the maximum water storage capacity of the drainage basin; PE is the net rain after evaporation is subtracted.
(3) Miscarriage allocation calculation
When PE + AU<S mm ：
When PE + AU is greater than or equal to S mm ：
Wherein:
FR＝R/PE (32)
the time interval free water storage capacity is as follows:
the soil medium yield and the underground yield are respectively as follows:
RI＝KI·S·FR (34)
RG＝KG·S·FR (35)
in the formula: s mm The maximum free water storage capacity of the drainage basin is mm; s m The average free water storage capacity of the drainage basin is mm; EX is the parabolic index; s 1 The average free water storage capacity of the initial basin in a time interval is mm; AU is AND 1 The corresponding maximum free water storage capacity of the watershed; FR 1 And FR is the ratio of the area of the produced fluid in the previous time interval and the current time interval respectively; PE is net rain after deduction of evaporation; r is the full production flow; RS is the surface flow rate; RI is the production flow in the soil; RG is the underground production flow.
For the third case, the algorithm recommends a method of producing fluid calculation based on a gain factor.
In the gain factor based method of runoff calculation, runoff R is expressed as the product of rainfall P and gain G:
R(t)＝G(t)P(t) (36)
the gain G is related to the early soil moisture content W and can be expressed as:
after taylor expansion, there are:
G(t)＝g 1 +g 2 W(t) (38)
R(t)＝g 1 P(t)+g 2 W(t)P(t) (39)
for the fourth case, the algorithm may use a degree day factor calculation method for snow accumulation calculation.
JR snow ＝D(T t -T c ) (40)
In the formula: JR snow The snow melting amount is expressed in positive time, and the snow accumulation amount is expressed in mm when the value is negative; d is a degree day factor, mm/D; t is t The daily average air temperature; t is c The critical temperature is generally 0 ℃.
If the rainfall in the time period is P and the snow accumulation depth in the early period is S, calculating the snow accumulation depth at the end of the time period to be S-JR snow (the limit is not less than 0), and the time interval of net rain is P + JR snow (JR snow <S) or P + S (JR) snow ≥S)。
In addition, for surface runoff confluence calculation, a linear reservoir or relief unit line method can be adopted. And (4) underground runoff confluence calculation by adopting a linear reservoir calculation method.
1. Linear reservoir method
The linear reservoir method formula is:
Q t+1 ＝R t+1 (1-C)U+Q t *C (41)
U＝AREA/(△t*3.6) (42)
in the formula: q t+1 、Q t Flow at times t +1 and t, m 3 /s；R t+1 The output at the moment of t +1 is mm; c is the extinction coefficient; u is a unit conversion coefficient; AREA is AREA of drainage basin, km 2 (ii) a Delta t is the time period length, h;
2. landform unit line
The basic form of the landform unit line is as follows:
in the formula: n is a parameter reflecting the watershed storage regulation capacity, and K is the storage and discharge coefficient of the linear reservoir; Γ (N) is a function of Γ, i.e.
In the calculation of the parameter N and the parameter K, the geometrical rate (area ratio, river length ratio and bifurcation ratio) of the Howden landform can be calculated as follows:
in the formula: r B ,R L ,R A The bifurcation ratio, the river length ratio and the area ratio of the watershed water system can be determined from DEM data on the basis of the Stellarer scale.
The problem of estimating the K parameter is essentially how to determine the basin mean time to converge based on the terrain data. According to the fact that the flow rate of rivers with different levels mainly depends on the terrain gradient, the following relation is provided:
τ＝1-(1-λ)(1-ρ) (45)
wherein:
further analysis can also yield the following relationships:
τ＝λ 1-mλ (47)
from equations (45) and (47) it can also be deduced:
using the hodton river length law, one can deduce:
in the above formula: tau is the ratio of the average confluence time of the net rain particles from the river source to a certain section at the downstream to the average confluence time of the river source to the section of the river basin outlet; rho is a parameter related to the river length and the river bottom drop; n is the number of sub-river sections from the river source to a certain section of the downstream; n is the number of sub-river sections from a river source to the cross section of an outlet of a river basin; delta l j The length of the jth sub-river section divided from the river source; p is a radical of j The average gradient of the jth sub-river section is shown; m is a comprehensive parameter reflecting the longitudinal section characteristics of the river channel; omega is the stage number of the highest-level river of the river system; v Ω The flow velocity of the outlet section of the watershed is generally given by the average flow velocity of the flood rising section of the flood process line of the outlet section; alpha is the ratio of the distance from the center of the basin to the cross section of the outlet of the basin to the length of the basin.
The m parameter can be considered as a comprehensive parameter reflecting the characteristics of the longitudinal section of the river channel, and is obtained by firstly calculating tau and lambda and point-drawing a tau-lambda graph for analysis by combining actual data of the main stream and the branch at present, so that the method is complicated.
According to the Hotten river length law and the slope law, the river length slope ratio R can be constructed by aiming at the rho parameter calculation LS This concept, which is the river lp at each level -0.5 The average ratio of the values is:
on the basis, the parameter m can be conveniently calculated by combining the formula (45) and the formula (47) through iterative solution.
Compared with the existing method for simulating and calculating the watershed water circulation based on the rainfall station calculating unit, the method for calculating the production convergence of the sub-watersheds and reflecting the flow at the outlets of the sub-watersheds can be flexibly configured by constructing the production convergence calculating method library aiming at different hydrological and climatic conditions, and the accuracy of calculating the production convergence of the sub-watersheds and reflecting the flow at the outlets of the sub-watersheds can be improved on the basis of fully adapting to the hydrological and climatic characteristics of the respective natural sub-watersheds.
(3) Topological relation model for solving river convergence calculation sequence problem of sub-basin
The topological relation of the natural sub-basin is a binary tree structure.
Through analysis, the sub-basin topological relation graph is also a directed acyclic graph, and an algorithm capable of constructing a natural sub-basin topological relation model is as follows:
1. counting the degree of each sub-basin (the degree is the number of adjacent sub-basins converging to a certain sub-basin);
2. separating the sub-basin with the degree of entry of 0, and subtracting 1 from the degree of entry of the adjacent sub-basins to which the sub-basin with the degree of entry of 0 is converged;
3. and (5) repeating the step (2) until all the sub-watersheds are separated, and finishing the sequencing calculation of the river convergence calculation sequence of the sub-watersheds.
(4) The hydraulic model solves the problems of convergence calculation of river channels of sub-watershed and quantitative analysis of influence of cross-watershed diversion and water regulation engineering
The hydraulics model adopts a one-dimensional unsteady flow model, and according to the topological relation analysis of a binary tree structure, for a research watershed with n sub watersheds, a one-dimensional unsteady flow model of a single river channel with (n-1)/2 river reach needs to be established. The model is established mainly based on a one-dimensional Saint-Vietnam equation set which comprises a continuity equation and a momentum conservation equation.
1) Equation of continuity
2) Equation of conservation of momentum
In the finite difference, a four-point implicit difference format is adopted, wherein n and j respectively represent the time and space (along the river course) dispersion, the water level and flow rate in the n period are known, and the water level and flow rate in the n +1 period are required. The difference form is:
the difference of each term is written in this form and substituted into the continuity equation and the momentum conservation equation. Appropriate linearization is performed for the non-linear terms in the equation, such as:
after finishing, the method can be obtained:
A 1j △Q j +B 1j △Z j +C 1j △Q j+1 +D 1j △Z j+1 ＝E 1j (57)
A 2j △Q j +B 2j △Z j +C 2j △Q j+1 +D 2j △Z j+1 ＝E 2j (58)
in the formula A 1j 、B 1j 、C 1j 、D 1j 、E 1j 、A 2j 、B 2j 、C 2j 、D 2j 、E 2j Are all coefficients, e.g.
The upper boundary adopts upstream sub-basin inflow, and the lower boundary adopts the water level flow relation of the downstream-most section of the corresponding single river channel and can be calculated by a Manning formula.
In the formula: q is the flow; n is roughness; a is the cross section water passing area; r is the hydraulic radius of the section; s is the water surface gradient of the section position and is replaced by a bottom slope.
ADVANTAGEOUS EFFECTS OF INVENTION
Compared with the prior art, the invention has the following advantages and beneficial effects:
1. according to the invention, an original water circulation calculation method based on 'demonstration before combination' of rainfall station units is improved through a coupling topological relation model, a hydrological model and a hydraulics model, the natural sub-watersheds are subjected to production convergence calculation respectively, and then orderly river network convergence is carried out according to the actual river network structure, the model structure after improvement is more in line with the natural production convergence characteristics of the watersheds, the model parameters are more in physical significance, and the simulation precision is improved;
2. compared with the original method, the method can flexibly analyze the influence of cross-basin diversion and water transfer engineering on basin water circulation based on a topological relation model and a single river channel one-dimensional unsteady flow model.
3. The method can adapt to different climates and underlying surface distribution conditions of the drainage basin by constructing the production convergence calculation method library, and can perform production convergence calculation of the sub-units with different hydrological climate conditions in the drainage basin in a targeted manner. Based on the effective expression of the catchment nodes and the actual river channels, the method can obtain the flow process of each sub-basin besides the flow process of the outlet section of the basin, and has higher value in practical application.
Generally, compared with the original method, the method provided by the invention better conforms to the natural production confluence characteristic of the basin, improves the water circulation simulation precision, has stronger universality and wider application range, and can provide powerful theoretical and technical support for research works such as basin water circulation simulation, hydrological forecast and the like.
Drawings
FIG. 1 is a flow chart of the implementation of the general basin water circulation simulation calculation method based on the natural sub-basins of the present invention;
FIG. 2 is a diagram of the distribution of the sub-watershed of the control watershed of the watershed-tiger mountain hydrological station according to the present invention;
FIG. 3 is a soil category distribution diagram of a research watershed-tiger mountain hydrological station control watershed according to the present invention;
FIG. 4 is a distribution diagram of the land cover category of a research basin-Hushan hydrological station control basin of the present invention;
FIG. 5 is a diagram of a distribution of slope categories of a basin controlled by a basin-Hushan hydrological station according to the present invention;
FIG. 6 is a process diagram of the flow of each sub-basin outlet of the research basin-Hushan hydrological station control basin calculated by the method of the present invention;
FIG. 7 is a comparison chart of the method of the present invention and the original method in the process of researching the basin-Hushan hydrological station to control the outlet flow of the basin.
In FIG. 3: (in the figure, 3-bit alphabetical characters are soil index codes under FAO90 standard, wherein LVh refers to weak development eluviation soil, CMd refers to unsaturated primary soil, FLe refers to saturated alluvial soil, ATc refers to soil mat drought ploughing artificial soil, ACh refers to typical low-activity strong eluviation soil, ACn refers to typical humus strong eluviation soil, ALn refers to typical high-activity strong eluviation soil, WR refers to water body, and the digital representation of subclasses with the same soil species but different textures exist in the flow field).
In fig. 4: ( RICE field as RICE; AGRL refers to cultivated land; FRST refers to forest land; PAST refers to grassland; URHD refers to high density residential areas; BARR means bare soil; WATR means water body )
Detailed Description
And performing basin water circulation simulation analysis based on a natural sub-basin by taking the basin controlled by the West Hovenia Huishan hydrological station as a research object.
The main implementation steps of the invention are as follows (see main flow chart 1):
the method comprises the following steps: and performing hydrological analysis on a research basin-tiger mountain hydrological station control basin by adopting ArcGIS software based on DEM topographic data, dividing the research basin into 13 sub basins, and extracting river channels in each sub basin as shown in figure 2. And (4) determining the number of the corresponding downstream sub-basin of each sub-basin, and analyzing the river convergence calculation sequence of the sub-basins by adopting a topological relation model.
Table 1 tiger mountain hydrological station controlled basin river course confluence calculation sequence analyzed based on topological relation model
| Serial number | Sub-basin numbering | Downstream sub-basin numbering | Calculating sequence numbers |
| 1 | 1 | 3 | 2 |
| 2 | 2 | 3 | 1 |
| 3 | 3 | 5 | 4 |
| 4 | 4 | 5 | 3 |
| 5 | 5 | 7 | 6 |
| 6 | 6 | 7 | 5 |
| 7 | 7 | 10 | 8 |
| 8 | 8 | 8 | 13 |
| 9 | 9 | 10 | 7 |
| 10 | 10 | 11 | 10 |
| 11 | 11 | 8 | 12 |
| 12 | 12 | 8 | 11 |
| 13 | 13 | 11 | 9 |
Step two: based on 2009-2013 day-by-day rainfall data of 44 rainfall stations in and around the Hushan hydrologic station control watershed, a high fault-tolerant surface rainfall calculation method is adopted to calculate and obtain 2009-2013 surface rainfall process of each sub-watershed. Selecting a day-by-day evaporation process from 2009 to 2013 of Sandu station as a representative evaporation process of a basin.
Step three: according to the terrain data, the landforms of the river basin belonging to mountainous areas and hills are identified and researched. According to the Caben climate classification, CFA (temperate zone-dry season-hot summer) climate is identified and researched in the flow domain. And drawing and researching soil type distribution, ground cover type distribution and gradient type distribution maps of the basin based on soil, ground cover and topographic data, and referring to the figures 3-5. On the basis, the fact that more artificial activities exist in the sub-watersheds 5, 7, 8, 10, 11 and 12 is analyzed, a new Anjiang model method which is suitable for mountain terrain and can reflect certain artificial activities is selected as a production convergence calculation method, and a water tank model method which is simple in structure and high in calculation efficiency is considered to be adopted in other sub-watersheds.
Step four: and empirically determining a river course roughness value according to the land utilization condition of the river flow area of each sub-basin. And (3) coupling the topological relation model, the hydrological (product convergence calculation) model and the hydraulics model, performing combined calculation time by time, optimizing parameters of product convergence calculation by taking Nash efficiency coefficients of a flow process of an outlet cross section of the research basin and a flow process of actual measurement obtained through simulation as parameter optimization objects, and obtaining outflow processes of all sub-basins, wherein the see fig. 6 shows that the Nash efficiency coefficients are obtained through simulation. The comparison condition of the simulation flow process and the actual measurement of the basin outlet section in the basin water circulation simulation calculation method based on the rainfall station calculation unit is shown in figure 7.
TABLE 2 comparison of the indexes of the method of the present invention and the original method in the process of controlling the flow at the outlet of the basin in the Hushan hydrological station
| Index (I) | The method of the invention | Original method | Whether the indexes of the method of the invention are better |
| Coefficient of Nash efficiency | 0.968 | 0.954 | Is that |
| Coefficient of water balance | 0.998 | 1.038 | Is that |
Step five: and adding a water transfer process in the sub-basin 13, calculating the outflow process of each sub-basin according to the parameters obtained by optimizing in the step four and other determined parameters by generalizing the reduction of the outflow process of the sub-basin 13, and analyzing the influence of the water transfer process on the water circulation of the basin.
The above description is only a part of specific embodiments of the present invention (the embodiments of the technical solutions of the present invention are not exhaustive, and the protection scope of the present invention is defined by the numerical range of the present invention and other technical essential ranges), and the specific contents or common sense known in the schemes are not described too much here. It should be noted that the above-mentioned embodiments do not limit the present invention in any way, and all technical solutions obtained by means of equivalent substitution or equivalent transformation for those skilled in the art are within the protection scope of the present invention. The scope of the claims of the present application shall be determined by the contents of the claims, and the description of the embodiments and the like in the specification shall be used to explain the contents of the claims.
Claims (1)
1. A general basin water circulation simulation calculation method based on natural sub-basins is characterized by comprising the following steps:
the method comprises the following steps: basin hydrological analysis and sub-basin river confluence calculation sequence generation
Hydrologic analysis is carried out on the research basin based on DEM topographic data, the research basin is divided into a plurality of sub-basins, the numbers of the corresponding downstream sub-basins of each sub-basin are determined, and the river convergence calculation sequence of the sub-basins is analyzed by adopting a topological relation model;
step two: calculating rainfall of sub-watershed surface and selecting representative evaporation process of watershed
Based on rainfall data of rainfall stations in and around the research watershed, calculating by adopting a high fault-tolerant area rainfall calculation method to obtain rainfall processes of each sub-watershed area; selecting a representative station evaporation process in the river basin as a representative evaporation process in the river basin:
dividing square grids into respective natural sub-watersheds, wherein the effective area of each grid is the proportion of the effective area to the area of the natural sub-watersheds as the weight, and the rainfall of the natural sub-watersheds is calculated by adopting the following formula;
in the formula: n is the number of grids in the sub-domain; a. The Grid i Is the ith grid effective area; a. The Sub-watershed Is the sub-basin area; p is Grid i The rainfall of the ith grid;
for the rainfall calculation of a single grid, N rainfall stations closest to the central point of the grid are searched through a sorting algorithm, m stations with complete and accurate data are judged and selected according to the rainfall values of the stations, m is smaller than N, the rainfall data based on the m stations are interpolated by adopting a distance square reciprocal method, and the distance square reciprocal method formula is as follows:
in the formula:
for the m sitesRainfall for j stations; d is a radical of ij The distance between the jth station and the ith grid center point; lat is latitude; lon is longitude;
step three: selecting a convergence calculation method for each sub-basin according to the climate and the underlying surface characteristics
Identifying and researching the landform and landform of the basin according to the landform data; recognizing and researching the climate category distribution in the drainage basin according to the Coxibook climate categories; drawing and researching the characteristics of the underlying surface of the drainage basin: soil type distribution, ground cover type distribution and gradient type distribution map; setting a production convergence calculation method selected by each sub-basin by combining climate category distribution and underlying surface characteristic distribution;
step three: the different hydrological and climatic conditions of the sub-basin aimed at by the production convergence calculation method are as follows: 1) The climate is dry, the soil layer thickness is large, and the super-seepage flow is obvious; or 2) the climate is humid, and the earth surface is easy to store full production flow; or 3) the sub-basin lacks a representative evaporation data input; or 4) snow melting runoff exists at high cold and high altitude of the sub-watershed;
aiming at different hydrological and climatic conditions of the sub-basin, the method comprises the following steps: 1) The climate is dry, the soil layer thickness is large, and the super-seepage flow is obvious; the algorithm adopts a Hotten infiltration curve to calculate the excess infiltration runoff;
the relative formula for the Hoton infiltration curve is:
f＝f c +(f 0 -f c )e -kt (4)
the united type (4) and the formula (5) have:
in the formula: f is the average infiltration rate in the sub-basin time period, mm/h; f. of 0 、f c Respectively the average maximum infiltration capacity and the minimum infiltration capacity of the sub-basin, mm/h; t is duration, h; k is the attenuation coefficient of infiltration capacity, h -1 (ii) a W is the content of soilWater amount, mm;
iterative calculation of the relationship between f and W is required; the iteration process is as follows: with T = W/f 0 As a first approximation of t, a first approximation ST of W is calculated from equation (5), if | ST-W->If the error e is allowed, calculating a first approximate value U of f by the formula (4), then, T = T + (W-ST)/U, iterating for multiple times until | ST-W | ≦ e, and obtaining a required f value;
aiming at different hydrological and climatic conditions of the sub-basin, the method comprises the following steps: 1) The climate is dry, the soil layer thickness is large, and the super-seepage flow is obvious; the algorithm adopts a Phillips infiltration curve to calculate the super-osmotic runoff;
the relative formula of the philips permeability curve is:
in the formula: b and A are two undetermined parameters; other parameters have the same meanings as above;
obtaining the relationship between f and W by a Phillips infiltration curve according to a given set of parameter values of the coefficients A and B;
after the f-W relationship is obtained, calculating the super-osmotic output according to the following formula:
F＝f△t (11)
PE＝P-E (12)
f mm ＝f(1+BX) (13)
in the formula: r IE Is the super-osmotic output flow, mm; f is the seepage amount in mm in a time period; f. of mm The maximum infiltration capacity of the drainage basin when the average infiltration capacity of the drainage basin is f is obtained; BX is an exponential coefficient;
aiming at different hydrological climate conditions of the sub-watershed: 2) The climate is humid, and the earth surface is easy to store full production flow; the algorithm adopts a full-fertility flow calculation method based on topographic indexes;
(1) calculation of evaporation
In the formula: e a,i Actual evaporation at point i, m; e P M is evapotranspiration power; s rz,i M is the water shortage of the vegetation root zone; s rmax,i The maximum water storage capacity, m, of the vegetation root zone;
(2) production flow calculation
In the formula: a is i Is a single wide water collection area at point i, m 2 ；tanβ i Is the surface slope at point i; z is a radical of i The depth of the underground water at the point i from the earth surface is m; z is the average depth of the saturated groundwater surface, m; s zm M is the maximum water storage depth of the unsaturated zone;
if zi is negative, the saturated underground water will overflow the ground to form surface runoff;
the calculation formula of the infiltration rate at the point i is as follows:
in the formula: s uz,i The soil water content m of the unsaturated zone at the point i; SD i M is the water storage capacity of the soil in the unsaturated zone; t is t d Is a time parameter, h;
the infiltration rate of the whole watershed is as follows:
in the formula: a. The i Is the sum of the areas of all parts with the same terrain index value, m 2 ；
Q b ＝AT 0 exp(-λ)exp(-z/S zm ) (19)
In the formula: t is 0 Is saturated hydraulic conductivity, m 2 /h；
The calculation formula of the average depth z of the saturated groundwater water surface is as follows:
aiming at different hydrological and climatic conditions of the sub-basin, the method comprises the following steps: 2) The climate is humid, and the earth surface is easy to store full production flow; the algorithm adopts a full-area runoff accumulation calculation method of a water storage capacity-area curve;
(1) calculation of evaporation
When WU + P is more than or equal to E P Time of flight
E U ＝E P E L ＝0 E D ＝0 (21)
When WU + P<E P When WL is not less than C WLM
E U ＝WU+P E L ＝(E P -E U )WL/WLM E D ＝0 (22)
When WU + P<E P ，C(E P -E U )≤WL<When C is WLM
E U ＝WU+P E L ＝C(E P -E U ) E D ＝0 (23)
When WU + P<E P ，WL<C(E P -E U ) Time of flight
E U ＝WU+P E L ＝WL E D ＝C(E P -E U )-E L (24)
E＝E U +E L +E D (25)
In the formula: e P The evapotranspiration capacity; p is rainfall; WL is the water content of the lower soil; WU is the upper soil water content; WLM is the water content of the underlying soil; c is evaporation diffusion coefficient; e U The evaporation capacity of the upper soil layer; e L The evaporation capacity of the lower soil layer; e D The evaporation capacity of the deep soil; e is the total evaporation;
(2) full production flow calculation
When a + PE is not more than WMM drainage basin area runoff yield:
when a + PE > WMM full-basin runoff yield:
R＝PE-(WM-W) (27)
wherein:
in the formula: r is the full production flow rate, mm; a is the maximum watershed amount of the watershed, which corresponds to the initial average watershed amount W of the watershed, and is mm; b is a parabolic index; WM is the average water storage capacity of the drainage basin; WMM is the maximum water storage capacity of the drainage basin; PE is net rain after deduction of evaporation;
(3) miscarriage allocation calculation
When PE + AU<S mm ：
When PE + AU is not less than S mm ：
Wherein:
FR＝R/PE (32)
the time interval free water storage capacity is as follows:
the soil medium yield and the underground yield are respectively as follows:
RI＝KI·S·FR (34)
RG＝KG·S·FR (35)
in the formula: s mm The maximum free water storage capacity of the drainage basin is mm; s m The average free water storage capacity of the drainage basin is mm; EX is the parabolic index; s 1 The average free water storage capacity of the initial basin in a time interval is mm; AU is AND 1 The corresponding maximum free water storage capacity of the watershed; FR 1 And FR is the ratio of the area of the produced fluid in the previous time interval and the current time interval respectively; PE is net rain after deduction of evaporation; r is the full production flow; RS is the surface flow rate; RI is the production flow in the soil; RG is the underground production flow rate;
aiming at different hydrological and climatic conditions of the sub-basin, the method comprises the following steps: 3) The sub-basin lacks a representative evaporation data input; the algorithm recommends adopting a production flow calculation method based on a gain factor:
in the gain factor based method of runoff calculation, runoff R is expressed as the product of rainfall P and gain G:
R(t)＝G(t)P(t) (36)
the gain G is related to the early soil water content W and is:
after Taylor expansion:
G(t)＝g 1 +g 2 W(t) (38)
R(t)＝g 1 P(t)+g 2 W(t)P(t) (39)；
aiming at different hydrological and climatic conditions of the sub-basin, the method comprises the following steps: 4) Snow melting runoff exists in high cold and high altitude of the sub-watershed; the algorithm recommends adopting a production flow calculation method based on a gain factor:
the algorithm adopts a degree-day factor calculation method to calculate snow accumulation and melting;
JR snow ＝D(T t -T c ) (40)
in the formula: JR snow When the value is positive, the snow melting amount is expressed, and when the value is negative, the snow accumulating amount is expressed in mm; d is a degree day factor, mm/D; t is t The daily average air temperature; t is c Setting the temperature as 0 ℃ for critical temperature;
if the rainfall in the time period is P and the snow accumulation depth in the early period is S, calculating the snow accumulation depth at the end of the time period to be S-JR snow The limit is not less than 0, and the time interval of clear rain is P + JR snow (JR snow <S) or P + S (JR) snow ≥S)；
In addition, for surface runoff confluence calculation, a linear reservoir or landform unit line method is adopted; calculating underground runoff confluence by adopting a linear reservoir calculation method;
1) Linear reservoir method
The linear reservoir method formula is:
Q t+1 ＝R t+1 (1-C)U+Q t *C (41)
U＝AREA/(△t*3.6) (42)
in the formula: q t+1 、Q t Flow at times t +1 and t, m 3 /s；R t+1 The output at the moment of t +1 is mm; c is the extinction coefficient; u is a unit conversion coefficient; AREA is AREA of drainage basin, km 2 (ii) a Delta t is the time period length, h;
2) Landform unit line
The relief unit line form is as follows:
in the formula: n is a parameter reflecting the watershed storage regulation capacity, and K is the storage and discharge coefficient of the linear reservoir; Γ (N) is a function of Γ, i.e.
And in the calculation of the parameter N and the parameter K, according to the geometric rate of the Howden landform: and (3) calculating the area ratio, the river length ratio and the bifurcation ratio:
in the formula: r B ,R L ,R A The bifurcation ratio, the river length ratio and the area ratio of the watershed water system are obtained through DEM data based on the Stellarer level;
the following relationship is used:
τ＝1-(1-λ)(1-ρ) (45)
wherein:
the following relationship is obtained:
τ＝λ 1-mλ (47)
derived from equations (45) and (47):
using the hodton river length law, we derive:
in the above formula: tau is the ratio of the average confluence time of the net rain particles from the river source to a certain section at the downstream to the average confluence time of the river source to the section of the river basin outlet; rho is a parameter related to the river length and the river bottom reduction; n is the number of sub-river sections from the river source to a certain section at the downstream; n is the number of sub-river sections from a river source to the cross section of an outlet of a river basin; delta l j The length of the jth sub-river section divided from the river source; p is a radical of j The average slope of the jth sub-river segment is obtained; m is a comprehensive parameter reflecting the longitudinal section characteristics of the river channel; omega is the stage number of the highest-level river of the river system; v Ω The flow velocity of the outlet section of the watershed is generally given by the average flow velocity of the flood rising section of the flood process line of the outlet section; alpha is the ratio of the distance from the center of the basin to the cross section of the outlet of the basin to the length of the basin;
the m parameter is considered as a comprehensive parameter reflecting the longitudinal section characteristics of the river channel;
according to the Hotten river length law and the slope law, aiming at rho parameter calculation, constructing the river length slope ratio R LS This concept, which is the river lp at each level -0.5 The average ratio of the values is:
on the basis, the parameter m is calculated by the joint type (45) and the formula (47) through iterative solution;
step four: coupling topological relation model, hydrological model and hydraulic model, optimizing production convergence parameters
Determining a river course roughness value according to the land utilization condition of the river flow area of each sub-basin; coupling the topological relation model, the hydrologic production convergence calculation model and the hydraulics model, performing combined calculation time by time, taking Nash efficiency coefficients of a flow process of an outlet section of a research basin and an actually measured flow process obtained through simulation as parameter optimization objects, and optimizing parameters of production convergence calculation to obtain outflow processes of all sub-basins;
the topological relation model is a natural sub-basin topological relation model; the algorithm is as follows: step 1) counting the in-degree of all sub-basins, wherein the in-degree is the number of adjacent sub-basins converging to a certain sub-basin; step 2) separating the sub-basin with the degree of approach of 0, and reducing the degree of approach of the adjacent sub-basin to which the sub-basin with the degree of approach of 0 converges by 1; step 3) repeating the step 2 until all sub-watersheds are separated, and finishing sequencing calculation of the river convergence calculation sequence of the sub-watersheds;
the hydraulics model adopts a one-dimensional unsteady flow model, and for a research watershed with n sub watersheds, a one-dimensional unsteady flow model of a single river channel with (n-1)/2 river reach needs to be established; the model building comprises a continuous equation and a momentum conservation equation;
1) Equation of continuity
2) Equation of conservation of momentum
A four-point implicit difference format is adopted in finite difference, wherein n and j respectively represent time and space dispersion, the water level and flow in n time period are known, and the water level and flow in n +1 time period are required; the difference form is:
writing the difference of each item according to the form and substituting the difference into a continuous equation and a momentum conservation equation; suitable linearisation for the non-linear terms in the equation is:
after finishing, the method comprises the following steps:
A 1j △Q j +B 1j △Z j +C 1j △Q j+1 +D 1j △Z j+1 ＝E 1j (57)
A 2j △Q j +B 2j △Z j +C 2j △Q j+1 +D 2j △Z j+1 ＝E 2j (58)
in the formula A 1j 、B 1j 、C 1j 、D 1j 、E 1j 、A 2j 、B 2j 、C 2j 、D 2j 、E 2j Are all coefficients, e.g.
The upper boundary adopts the inflow of an upstream sub-basin, and the lower boundary adopts the water level flow relation of the downstream-most section of the corresponding single river channel and is calculated by a Manning formula;
in the formula: q is the flow; n is roughness; a is the cross-section water passing area; r is the hydraulic radius of the section; s is the water surface gradient of the section position, and is replaced by a bottom slope;
step five: if the diversion/water transfer process exists, analyzing the influence on the watershed water circulation, if the diversion/water transfer process exists in a specific sub-watershed, calculating the outflow process of each sub-watershed according to the parameters obtained by optimizing in the step four and other determined parameters by generalizing the increase/decrease of the outflow process of the sub-watershed, and analyzing the influence on the watershed water circulation caused by the diversion/water transfer process.
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