CN108710972B - Reservoir flood control scheduling method based on POA algorithm - Google Patents

Reservoir flood control scheduling method based on POA algorithm Download PDF

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CN108710972B
CN108710972B CN201810465280.1A CN201810465280A CN108710972B CN 108710972 B CN108710972 B CN 108710972B CN 201810465280 A CN201810465280 A CN 201810465280A CN 108710972 B CN108710972 B CN 108710972B
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肖敬
董增川
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Abstract

The invention discloses a reservoir flood control scheduling method based on a POA algorithm, which comprises the steps of establishing a target function by taking a maximum peak clipping criterion as an optimal criterion, and establishing various constraint conditions to construct a reservoir flood control scheduling model; based on the water balance principle, a POA algorithm is improved by using a sectional compensation method, and the improved POA algorithm is used for solving a reservoir flood control dispatching model. The invention overcomes the problem that the traditional POA excessively depends on the initial solution, improves the global search capability under high dimension, accelerates the convergence speed, and can quickly and accurately find the optimal scheduling scheme for reservoir flood control.

Description

Reservoir flood control scheduling method based on POA algorithm
Technical Field
The invention relates to a reservoir flood control dispatching method based on a POA algorithm, and belongs to the technical field of reservoir flood control dispatching.
Background
The reservoir flood control scheduling usually involves a multi-period decision problem, and dynamic planning is an optimization algorithm which is easy to obtain a global optimal solution. However, when the number of variables is increased in dynamic programming, actual calculation encounters dimension obstacles, so that the calculation amount is too large; and dynamic planning requires state variables to meet the invalidity, and the algorithm cannot be applied when flood calculation is carried out. The step-by-step optimization algorithm (POA) takes the defects of dynamic programming into consideration, converts the multi-period problem into a plurality of two-period problems, optimizes the multi-period problems section by section, and circulates repeatedly until the convergence condition is reached. The POA has the advantages of high calculation efficiency, easy programming, small storage space, relatively fixed model and the like, so the POA is frequently used for reservoir flood control scheduling. However, in solving the actual scheduling problem, the POA is often limited by the initial solution and cannot converge to the global optimum, and in order to achieve the optimal flood control scheduling effect, a more intelligent optimization algorithm must be found for solution.
Disclosure of Invention
In order to solve the technical problems, the invention provides a reservoir flood control scheduling method based on a POA algorithm.
In order to achieve the purpose, the invention adopts the technical scheme that:
a reservoir flood control dispatching method based on POA algorithm comprises the following steps,
establishing a target function by taking the maximum peak clipping criterion as the optimal criterion, and establishing various constraint conditions to construct a reservoir flood control scheduling model;
based on the water balance principle, a POA algorithm is improved by using a sectional compensation method, and the improved POA algorithm is used for solving a reservoir flood control dispatching model.
The section of the reservoir has no interval inflow, the target function formula is as follows,
Figure GDA0003193718310000021
wherein, f (q)t) Is an objective function, qtAt time t, discharge rate of reservoir0,tDThe scheduling period is the beginning time and the end time respectively;
the section inflow is arranged on the section of the reservoir, the target function formula is as follows,
Figure GDA0003193718310000022
wherein q isRegion, tIs the interval flow at the time t;
in the downstream flood control section, the objective function formula is,
Figure GDA0003193718310000023
wherein q isPrevention ofIs the downstream flood control section flow at time t.
The constraint conditions comprise reservoir water balance constraint, water level constraint, discharge capacity constraint, ex-warehouse flow amplitude constraint and non-negative constraint.
The water balance of the reservoir is restricted as follows,
Vt＝Vt-1+(Qt-qt)Δt
wherein, VtIs the storage capacity at time t, Vt-1The storage capacity at time t-1, QtThe inlet flow of the reservoir at time t, qtThe discharge rate of the reservoir at the time t, and delta t is the time length from the beginning to the end of the period;
the water level is constrained to be,
Zmin≤Zt≤Zmax
wherein Z istIs reservoir level at time t, Zmin,ZmaxThe lowest water level and the highest water level allowed by the reservoir at the moment t are respectively;
the restriction of the ability to bleed is that,
qt≤q(Zt,Bt)
wherein q () is ZtAnd BtIs a function of, representstAnd BtFlow rate of downward discharge under influence, BtThe operation mode of the spillway at the time t is adopted;
the amplitude of flow variation of the delivery flow is restricted as follows,
Figure GDA0003193718310000031
wherein q ist-1The lower discharge quantity of the reservoir at the time t-1,
Figure GDA0003193718310000032
the allowable value of the amplitude of the downward leakage flow at the adjacent moment;
a non-negative constraint is that all variables are non-negative.
The POA algorithm is improved in such a way that,
taking the lower discharge of the reservoir as a decision sequence to order
Figure GDA0003193718310000033
Wherein the content of the first and second substances,
Figure GDA0003193718310000034
for the reservoir discharging flow rate which is subjected to k-1 times of optimization at the moment t,
Figure GDA0003193718310000035
the reservoir discharge flow subjected to k times of optimization at the time t, and delta q is an adjustment value of two adjacent times of optimization;
will experienceThe unified mark of the K-1 and K times optimized reservoir discharge flow is qtThe lower discharge quantity of the reservoir is adjusted according to the following formula,
Figure GDA0003193718310000036
wherein n isAdjustment ofIs q satisfying t e DtThe number of the cells;
the following conditions are satisfied for D:
1) the previous moment, the current moment and the later moment of the adjustment of the lower discharge flow of the reservoir do not belong to the set D;
2) if the water levels at all times meet the highest and lowest water level constraints, the following situations are considered:
A) the dispatching criterion is maximum peak clipping of the reservoir section and no interval inflow;
B) the dispatching criterion is maximum peak clipping of the reservoir section and interval inflow;
C) the dispatching criterion is the maximum peak clipping of the downstream flood control section and interval inflow;
3) if the water level does not meet the water level constraint at a certain time, the water level exceeding the highest water level constraint and the water level lower than the lowest water level constraint should be met.
When the dispatching criterion is the maximum peak clipping of the section of the reservoir and no interval inflow exists,
Figure GDA0003193718310000041
wherein the content of the first and second substances,
Figure GDA0003193718310000042
qminand q ismaxAre respectively { qtMean, minimum and maximum of the sequence, α is the scaling factor;
the dispatching criterion is the maximum peak clipping of the section of the reservoir and when interval inflow exists,
Figure GDA0003193718310000043
wherein the content of the first and second substances,
Figure GDA0003193718310000044
are each qt+qRegion, tAverage, minimum and maximum values of;
the dispatching criterion is the maximum peak clipping of the downstream flood control section and the flood calculation is needed when the section flows in, the influence of tau time on the flow value of the downstream flood control section is supposed to be the maximum in consideration of the later effect of the reservoir discharge flow,
Figure GDA0003193718310000045
wherein the content of the first and second substances,
Figure GDA0003193718310000046
are each qt+τ+qZone, t + τAverage, minimum and maximum of qt+τReservoir discharge at time t + τ, qZone, t + τThe interval flow is t + tau.
The restriction that the water level exceeds the highest water level is,
Figure GDA0003193718310000051
wherein, tmaxThe moment when the highest water level of the reservoir occurs;
the restriction that the water level is lower than the lowest water level is that,
Figure GDA0003193718310000052
wherein, tminThe moment when the lowest water level of the reservoir occurs.
The steps of the improved POA algorithm are,
s1) determining an initial decision sequence
Figure GDA0003193718310000053
Wherein n is the successive optimization times, and the initial value is 0;
s2) for each
Figure GDA0003193718310000054
Fixing
Figure GDA0003193718310000055
And
Figure GDA0003193718310000056
the adjustment is carried out according to the following steps:
21) calculate out
Figure GDA0003193718310000057
Upper limit value q 'allowing adjustment'maxAnd a lower limit value q'min；
22) Solving by 0.618 method, and setting q618＝q′min+0.618(q′max-q′min)，q382＝q′min+0.382(q′max-q′min)；
23) Q'maxAnd q'minIs composed of
Figure GDA0003193718310000058
Respectively calculating delta q by the two adjusting values, and obtaining respective new sequences after sectional compensation calculation
Figure GDA0003193718310000059
And
Figure GDA00031937183100000510
24) separately calculate the objective function f (q)618) And f (q)382) (ii) a If f (q)618)＞f(q382) Let q'max＝q618If f (q)618)＜f(q382) Let q'min＝q382(ii) a If | q618-q382|＞ε1Then return to step 21, otherwise
Figure GDA00031937183100000511
S3) sequence obtained by the above method
Figure GDA00031937183100000512
As a new initial decision sequence, repeating the steps S2-S3, and completing a round of circulation to obtain a new decision sequence
Figure GDA00031937183100000513
Then comparing the absolute error of two adjacent rounds if
Figure GDA0003193718310000061
If true, go to step S4, otherwise go to
Figure GDA0003193718310000062
Repeating the steps 2-3 as a new initial decision sequence;
S4)
Figure GDA0003193718310000063
i.e. the decision sequence sought.
The invention achieves the following beneficial effects: the invention overcomes the problem that the traditional POA excessively depends on the initial solution, improves the global search capability under high dimension, accelerates the convergence speed, and can quickly and accurately find the optimal scheduling scheme for reservoir flood control.
Drawings
FIG. 1 is a flow chart of the present invention;
FIG. 2 is a flow chart of the improved POA algorithm;
FIG. 3 is a flood dispatching diagram of flood control targets of a certain reservoir on the section of the reservoir without interval inflow;
FIG. 4 is a flood dispatching diagram of flood control targets of a certain reservoir on the section of the reservoir and with interval inflow;
fig. 5 is a flood scheduling diagram of flood targets of a certain reservoir on the downstream cross section and with interval inflow.
Detailed Description
The invention is further described below with reference to the accompanying drawings. The following examples are only for illustrating the technical solutions of the present invention more clearly, and the protection scope of the present invention is not limited thereby.
As shown in fig. 1, a reservoir flood control scheduling method based on a POA algorithm includes the following steps:
step 1, establishing a target function by taking a maximum peak clipping criterion as an optimal criterion, and establishing various constraint conditions to construct a reservoir flood control dispatching model.
The objective function can be expressed as:
a1, no interval inflow at the section of the reservoir, and the objective function formula is as follows:
Figure GDA0003193718310000071
wherein, f (q)t) Is an objective function, qtAt time t, discharge rate of reservoir0,tDThe scheduling period start and end times respectively.
b1, inflow in intervals on the section of the reservoir, the target function formula is,
Figure GDA0003193718310000072
wherein q isRegion, tIs the interval flow at the time t.
c1, downstream flood section, the objective function formula is,
Figure GDA0003193718310000073
wherein q isPrevention ofIs the downstream flood control section flow at time t.
The constraint conditions comprise reservoir water balance constraint, water level constraint, discharge capacity constraint, ex-warehouse flow amplitude constraint and non-negative constraint, and specifically comprise the following steps:
a2, reservoir water balance constraint is as follows:
Vt＝Vt-1+(Qt-qt)Δt
wherein, VtIs the storage capacity at time t, Vt-1The storage capacity at time t-1, QtThe inlet flow of the reservoir at time t, qtAnd delta t is the time length from the beginning to the end of the period, which is the discharge rate of the reservoir at the time t.
b2, water level constraint:
Zmin≤Zt≤Zmax
wherein Z istIs reservoir level at time t, Zmin,ZmaxThe lowest water level and the highest water level allowed by the reservoir at the moment t are respectively;
if the calculated reservoir water level is compared with the actual reservoir scheduling result, the calculated reservoir water level at the beginning and the end of the scheduling period is required to be consistent with the actual reservoir water level.
c2, the discharge capacity constraint is:
qt≤q(Zt,Bt)
wherein q () is ZtAnd BtIs a function of, representstAnd BtFlow rate of downward discharge under influence, BtThe operation mode of the spillway at the time t is shown.
d2, and the amplitude variation constraint of the ex-warehouse flow is as follows:
Figure GDA0003193718310000081
wherein q ist-1The lower discharge quantity of the reservoir at the time t-1,
Figure GDA0003193718310000082
the allowable value of the amplitude of the downward leakage flow at the adjacent moment.
e2, non-negative constraint means that all variables are non-negative.
And 2, based on the water quantity balance principle, improving the POA algorithm by using a sectional compensation method, and solving the reservoir flood control dispatching model by using the improved POA algorithm.
The POA algorithm is improved specifically as follows:
taking the lower discharge of the reservoir as a decision sequence to order
Figure GDA0003193718310000083
Wherein the content of the first and second substances,
Figure GDA0003193718310000084
for the reservoir discharging flow rate which is subjected to k-1 times of optimization at the moment t,
Figure GDA0003193718310000085
the reservoir discharge flow subjected to k times of optimization at the time t, and delta q is an adjustment value of two adjacent times of optimization;
marking the reservoir discharge flow subjected to k-1 times and k times of optimization as q timestThe lower discharge quantity of the reservoir is adjusted according to the following formula,
Figure GDA0003193718310000086
wherein n isAdjustment ofIs q satisfying t e DtThe number of the cells;
the following conditions are satisfied for D:
1) the previous moment, the current moment and the later moment of the adjustment of the lower discharge flow of the reservoir do not belong to the set D;
2) if the water levels at all times meet the highest and lowest water level constraints, the following situations are considered:
A) the dispatching criterion is maximum peak clipping of the section of the reservoir and no interval inflow,
Figure GDA0003193718310000091
wherein the content of the first and second substances,
Figure GDA0003193718310000092
qminand q ismaxAre respectively { qtMean, minimum and maximum of the sequence, α is the scaling factor;
B) the dispatching criterion is maximum peak clipping of the section of the reservoir and interval inflow,
Figure GDA0003193718310000093
wherein the content of the first and second substances,
Figure GDA0003193718310000094
are each qt+qRegion, tAverage, minimum and maximum values of;
C) the dispatching criterion is the maximum peak clipping of the downstream flood control section and interval inflow, the flood calculation is needed, the influence on the flow value of the downstream flood control section is supposed to be the maximum in view of the aftereffect of the reservoir discharge flow,
Figure GDA0003193718310000095
wherein the content of the first and second substances,
Figure GDA0003193718310000096
are each qt+τ+qZone, t + τAverage, minimum and maximum of qt+τReservoir discharge at time t + τ, qZone, t + τThe interval flow is t + tau.
3) If the water level does not meet the water level constraint at a certain time, the water level exceeding the highest water level constraint and the water level lower than the lowest water level constraint should be met.
The restriction that the water level exceeds the highest water level is:
Figure GDA0003193718310000101
wherein, tmaxThe moment when the highest water level of the reservoir occurs;
the restriction that the water level is lower than the lowest water level is as follows:
Figure GDA0003193718310000102
wherein, tminThe moment when the lowest water level of the reservoir occurs.
As shown in fig. 2, the steps of the improved POA algorithm are as follows:
s1) determining an initial decision sequence
Figure GDA0003193718310000103
Wherein n is the successive optimization times, and the initial value is 0;
s2) for each
Figure GDA0003193718310000104
Fixing
Figure GDA0003193718310000105
And
Figure GDA0003193718310000106
the adjustment is carried out according to the following steps:
21) calculate out
Figure GDA0003193718310000107
Upper limit value q 'allowing adjustment'maxAnd a lower limit value q'min；
22) Solving by 0.618 method, and setting q618＝q′min+0.618(q′max-q′min)，q382＝q′min+0.382(q′max-q′min)；
23) Q'maxAnd q'minIs composed of
Figure GDA00031937183100001015
Respectively calculating delta q by the two adjusting values, and obtaining respective new sequences after sectional compensation calculation
Figure GDA0003193718310000108
And
Figure GDA0003193718310000109
24) separately calculate the objective function f (q)618) And f (q)382) (ii) a If it isf(q618)＞f(q382) Let q'max＝q618If f (q)618)＜f(q382) Let q'min＝q382(ii) a If | q618-q382|＞ε1Then return to step 21, otherwise
Figure GDA00031937183100001010
S3) sequence obtained by the above method
Figure GDA00031937183100001011
As a new initial decision sequence, repeating the steps S2-S3, and completing a round of circulation to obtain a new decision sequence
Figure GDA00031937183100001012
Then comparing the absolute error of two adjacent rounds if
Figure GDA00031937183100001013
If true, go to step S4, otherwise go to
Figure GDA00031937183100001014
Repeating the steps 2-3 as a new initial decision sequence;
S4)
Figure GDA0003193718310000111
i.e. the decision sequence sought.
In order to further explain the method, the method carries out simulation scheduling on the first typical flood process of a certain large reservoir in the north, the scheduling criterion is the maximum peak clipping criterion, and the decision variable is
Figure GDA0003193718310000112
The length of the decision sequence is 122, and the optimal sequence of the let-down flow is solved by considering various constraint conditions.
The calculation is as follows:
(1) the initial water level is adjusted to 310m, and the end water level is 315 m;
(2) the highest control water level is 319.3m, and the lowest control water level is 306.5 m;
(3) the highest downward discharge flow is uniformly 10800m3The flow rate of the discharged water is required to be not less than 700m while ensuring the output3/s；
(4) Amplitude of 500m allowed for delivery3/s；
(5) The initial solution is the reservoir inflow process.
Similarly, flood control operations for reservoirs can be considered in three situations:
(1) the water flows in the section of the reservoir without intervals;
as shown in fig. 3, the flood control constraint condition is relatively loose when no interval flows, the delivery flow process can be uniformly adjusted, the maximum water level of the reservoir is 315.7m, and the requirement of minimizing the maximum delivery flow by the objective function is met;
(2) inflow in intervals on the section of the reservoir;
as shown in fig. 4, the highest water level of the reservoir is 315.5m, the compensation effect of the reservoir outflow on the interval flood peak is obvious, and the uniform discharge flow can be ensured at the non-flood peak;
(3) downstream flood sections;
as shown in fig. 5, this is a typical two-branch flood, and the flood peak is concentrated and deviated, which is very disadvantageous for downstream flood control; when the main flow has a flood peak, the reservoir reduces the discharge flow, and avoids the flood peak superposition; when the main flow is small, the flow of the reservoir is increased, and the flood pressure of the reservoir is reduced; compared with actual flood measurement, the peak clipping rate reaches 30.2% after optimized dispatching, the water level is reduced by 1.76m, the reservoir flood-blocking peak clipping effect is obvious, and the downstream flood control pressure is reduced.
The method improves the POA algorithm, overcomes the problem that the traditional POA algorithm excessively depends on the initial solution, improves the global search capability under high dimension, accelerates the convergence speed, and can quickly and accurately find the optimal scheduling scheme for reservoir flood control.
The above description is only a preferred embodiment of the present invention, and it should be noted that, for those skilled in the art, several modifications and variations can be made without departing from the technical principle of the present invention, and these modifications and variations should also be regarded as the protection scope of the present invention.

Claims (7)

1. A reservoir flood control scheduling method based on POA algorithm is characterized in that: comprises the following steps of (a) carrying out,
establishing a target function by taking the maximum peak clipping criterion as the optimal criterion, and establishing various constraint conditions to construct a reservoir flood control scheduling model;
based on the water balance principle, improving a POA algorithm by using a sectional compensation method, and solving a reservoir flood control dispatching model by using the improved POA algorithm;
the POA algorithm is improved in such a way that,
taking the lower discharge of the reservoir as a decision sequence to order
Figure FDA0003193718300000011
Wherein the content of the first and second substances,
Figure FDA0003193718300000012
for the reservoir discharging flow rate which is subjected to k-1 times of optimization at the moment t,
Figure FDA0003193718300000013
the reservoir discharge flow subjected to k times of optimization at the time t, and delta q is an adjustment value of two adjacent times of optimization;
marking the reservoir discharge flow subjected to k-1 times and k times of optimization as q timestThe lower discharge quantity of the reservoir is adjusted according to the following formula,
Figure FDA0003193718300000014
wherein n isAdjustment ofIs q satisfying t e DtThe number of the cells;
the following conditions are satisfied for D:
1) the previous moment, the current moment and the later moment of the adjustment of the lower discharge flow of the reservoir do not belong to the set D;
2) if the water levels at all times meet the highest and lowest water level constraints, the following situations are considered:
A) the dispatching criterion is maximum peak clipping of the reservoir section and no interval inflow;
B) the dispatching criterion is maximum peak clipping of the reservoir section and interval inflow;
C) the dispatching criterion is the maximum peak clipping of the downstream flood control section and interval inflow;
3) if the water level does not meet the water level constraint at a certain time, the water level exceeding the highest water level constraint and the water level lower than the lowest water level constraint should be met.
2. The reservoir flood control dispatching method based on the POA algorithm as claimed in claim 1, wherein: the section of the reservoir has no interval inflow, the target function formula is as follows,
Figure FDA0003193718300000021
wherein, f (q)t) Is an objective function, qtAt time t, discharge rate of reservoir0,tDThe scheduling period is the beginning time and the end time respectively;
the section inflow is arranged on the section of the reservoir, the target function formula is as follows,
Figure FDA0003193718300000022
wherein q isRegion, tIs the interval flow at the time t;
in the downstream flood control section, the objective function formula is,
Figure FDA0003193718300000023
wherein q isPrevention ofIs the downstream flood control section flow at time t.
3. The reservoir flood control dispatching method based on the POA algorithm as claimed in claim 1, wherein: the constraint conditions comprise reservoir water balance constraint, water level constraint, discharge capacity constraint, ex-warehouse flow amplitude constraint and non-negative constraint.
4. The reservoir flood control dispatching method based on the POA algorithm as claimed in claim 3, wherein the reservoir flood control dispatching method comprises the following steps: the water balance of the reservoir is restricted as follows,
Vt＝Vt-1+(Qt-qt)Δt
wherein, VtIs the storage capacity at time t, Vt-1The storage capacity at time t-1, QtThe inlet flow of the reservoir at time t, qtThe discharge rate of the reservoir at the time t, and delta t is the time length from the beginning to the end of the period;
the water level is constrained to be,
Zmin≤Zt≤Zmax
wherein Z istIs reservoir level at time t, Zmin,ZmaxThe lowest water level and the highest water level allowed by the reservoir at the moment t are respectively;
the restriction of the ability to bleed is that,
qt≤q(Zt,Bt)
wherein q () is ZtAnd BtIs a function of, representstAnd BtFlow rate of downward discharge under influence, BtThe operation mode of the spillway at the time t is adopted;
the amplitude of flow variation of the delivery flow is restricted as follows,
Figure FDA0003193718300000031
wherein q ist-1The lower discharge quantity of the reservoir at the time t-1,
Figure FDA0003193718300000032
the allowable value of the amplitude of the downward leakage flow at the adjacent moment;
a non-negative constraint is that all variables are non-negative.
5. The reservoir flood control dispatching method based on the POA algorithm as claimed in claim 1, wherein: when the dispatching criterion is the maximum peak clipping of the section of the reservoir and no interval inflow exists,
Figure FDA0003193718300000033
wherein the content of the first and second substances,
Figure FDA0003193718300000034
qminand q ismaxAre respectively { qtMean, minimum and maximum of the sequence, α is the scaling factor;
the dispatching criterion is the maximum peak clipping of the section of the reservoir and when interval inflow exists,
Figure FDA0003193718300000041
wherein the content of the first and second substances,
Figure FDA0003193718300000042
(qt+qregion, t)min,(qt+qRegion, t)maxAre each qt+qRegion, tAverage, minimum and maximum values of;
the dispatching criterion is the maximum peak clipping of the downstream flood control section and the flood calculation is needed when the section flows in, the influence of tau time on the flow value of the downstream flood control section is supposed to be the maximum in consideration of the later effect of the reservoir discharge flow,
Figure FDA0003193718300000043
wherein the content of the first and second substances,
Figure FDA0003193718300000044
(qt+τ+qzone, t + τ)min,(qt+τ+qZone, t + τ)maxAre each qt+τ+qZone, t + τAverage, minimum and maximum of qt+τReservoir discharge at time t + τ, qZone, t + τThe interval flow is t + tau.
6. The reservoir flood control dispatching method based on the POA algorithm as claimed in claim 1, wherein: the restriction that the water level exceeds the highest water level is,
Figure FDA0003193718300000045
wherein, tmaxThe moment when the highest water level of the reservoir occurs;
the restriction that the water level is lower than the lowest water level is that,
Figure FDA0003193718300000046
wherein, tminThe moment when the lowest water level of the reservoir occurs.
7. The reservoir flood control dispatching method based on the POA algorithm as claimed in claim 1, wherein: the steps of the improved POA algorithm are,
s1) determining an initial decision sequence
Figure FDA0003193718300000051
Wherein n is the successive optimization times, and the initial value is 0;
s2) for each
Figure FDA0003193718300000052
Fixing
Figure FDA0003193718300000053
And
Figure FDA0003193718300000054
the adjustment is carried out according to the following steps:
21) calculate out
Figure FDA0003193718300000055
Upper limit value q 'allowing adjustment'maxAnd a lower limit value q'min；
22) Solving by 0.618 method, and setting q618＝q′min+0.618(q′max-q′min)，q382＝q′min+0.382(q′max-q′min)；
23) Q'maxAnd q'minIs composed of
Figure FDA0003193718300000056
Respectively calculating delta q by the two adjusting values, and obtaining respective new sequences after sectional compensation calculation
Figure FDA0003193718300000057
And
Figure FDA0003193718300000058
24) separately calculate the objective function f (q)618) And f (q)382) (ii) a If f (q)618)＞f(q382) Let q'max＝q618If f (q)618)＜f(q382) Let q'min＝q382(ii) a If | q618-q382|＞ε1Then return to step 21, otherwise
Figure FDA0003193718300000059
S3) sequence obtained by the above method
Figure FDA00031937183000000510
Repeating the steps S2-S3 as a new initial decision sequence to complete a round of loopTo obtain a new set of decision sequences
Figure FDA00031937183000000511
Then comparing the absolute error of two adjacent rounds if
Figure FDA00031937183000000512
If true, go to step S4, otherwise go to
Figure FDA00031937183000000513
Repeating the steps 2-3 as a new initial decision sequence;
S4)
Figure FDA00031937183000000514
i.e. the decision sequence sought.
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