A method for evaluating dam construction conditions of an earth-rock dam

Abstract

The present application belongs to the technical field of hydraulic engineering design, and particularly relates to a method for evaluating dam building conditions of earth-rock dams. The present application adopts evaluation indexes of dam shell material deformation stability u1, dam shell material dry density u2, dam shell material reserve abundance u3, anti-filter material particle size u4, dam foundation covering layer natural density u5, dam foundation covering layer depth u6, and dam foundation covering layer compression modulus u7, and uses Vikor method to establish a model to obtain evaluation results of dam building conditions of the proposed earth-rock dam. The present application can scientifically and accurately evaluate common earth-rock dam building conditions, solve the problem of lack of quantitative evaluation and demonstration of existing earth-rock dam selection, and provide scientific and effective quantitative basis for earth-rock dam type demonstration and selection.

Description

Technical Field

[0001] This invention belongs to the field of water conservancy engineering design technology, specifically relating to a method for evaluating the construction conditions of earth-rock dams. Background Technology

[0002] Earth-rock dams possess numerous advantages, including simple construction, abundant material sources, low geological requirements, and low cost, making them a crucial dam type in water conservancy and hydropower projects. They can significantly reduce the amount of spillway structures and diversion works, thus lowering project investment. However, as dams are constructed using locally sourced materials, the filling materials are more significantly affected by the actual conditions of the dam site compared to other dam types. Numerous instances, both domestically and internationally, have resulted in dam construction stalls due to substandard materials and unfavorable geological conditions at the dam foundation, leading to major design changes and adverse social impacts. To ensure the smooth construction of earth-rock dams and to guarantee an appropriate safety margin in dam type selection, targeted quantitative evaluation should be conducted based on the complexity of the dam site's topography and geological conditions, combined with the corresponding conditions of existing earth-rock dams, during the dam layout process. However, the topography and geological conditions of most earth-rock dam sites do not meet ideal requirements, and the conditions influencing dam construction are complex and multifaceted. Given the numerous influencing factors and complex constraints on earth-rock dam construction, the demonstration and selection of dam types often lack quantitative evaluation and demonstration, leading to uncertainties in the proposed solutions. Currently, the construction conditions for earth-rock dams are often determined based on the experience of designers, without a quantitative evaluation method, resulting in significant differences in judgment among different designers. Therefore, this invention proposes a method for evaluating the construction conditions of earth-rock dams. Summary of the Invention

[0003] This invention provides a method for evaluating the construction conditions of earth-rock dams. Its purpose is to provide a method that can scientifically and accurately evaluate the construction conditions of earth-rock dams, solve the problem of the lack of quantitative evaluation and demonstration in the selection of earth-rock dam types, and provide a scientific and effective quantitative basis for the demonstration and selection of earth-rock dam types.

[0004] To achieve the above objectives, the technical solution adopted by the present invention is as follows:

[0005] A method for evaluating the construction conditions of earth-rock dams includes the following steps.

[0006] Step 1: Determine the evaluation index set U = {dam shell material deformation stability u1, dam shell material dry density u2, dam shell material compaction internal friction angle u3, dam shell material reserve surplus u4, filter material particle size u5, dam foundation cover layer natural density u6, dam foundation cover layer depth u7};

[0007] Step 2: Determine the weight w of each evaluation indicator j We obtain the weight vector w, where j is the number of indicators, j=1,2,…,7;

[0008] Step 3: Collect data on q similar earth-rock dam indicators according to indicator set U;

[0009] Step 4: Process the data y of each indicator in the set of s calculation objects U. ij The range normalization method is used to obtain the decision matrix X. Based on the decision matrix X, the positive ideal vector and the negative ideal vector are determined; where i is the earth-rock dam to be evaluated, i=1,2,…,s; j is the number of indicators, j=1,2,…,7;

[0010] Step 5: Based on the evaluation index weight vector w j Using positive and negative ideal vectors, calculate the group utility Si, individual regret value Fi, and overall fitness index Qi of the earth-rock dam to be evaluated;

[0011] Step Six: Arrange the overall adaptability index Qi of each earth-rock dam to be evaluated from largest to smallest to obtain the order of conditions of the earth-rock dams to be evaluated from best to worst.

[0012] In step two, the weights w of each evaluation indicator are determined. j The specific process is as follows:

[0013] Step 1: p professional engineers assign weighted scores to the 7 evaluation indicators, where p ≥ 3;

[0014] Step 2: The score given by the a-th professional engineer to indicator j is C. aj Furthermore, the sum of the scores for each professional engineer across the seven indicators is a consistent non-zero positive integer, meaning that... Thus, a rating table for p professional engineers is obtained;

[0015] Where: K is a non-zero positive integer; C aj Let be the score given by the a-th professional engineer for the j-th indicator of a certain earth-rock dam evaluation, in dimensionless form;

[0016] Step 3: Calculate the weights of each indicator:

[0017] ;

[0018] Step 4: Calculate the coefficient of variation of the weights of each indicator.

[0019]

[0020] ;

[0021] in, Let be the coefficient of variation of the weight of the j-th indicator; Let be the average weight of the j-th indicator;

[0022] Step 5: When there exists a coefficient of variation for the weight of the j-th indicator... If the score is greater than 1, then another professional engineer will be invited to score the indicator, and the coefficient of variation of each indicator weight will be calculated again by combining the scores from all professional engineers. This process is repeated until all indicator weights are reached. <1, when there exists a coefficient of variation for the weight of the j-th indicator. When the value is greater than 1.5, the indicator weights of the newly invited professional engineers are used to replace the indicator weights of the original professional engineers, and the coefficient of variation of each indicator weight is recalculated. This process is repeated until all indicator weights are reached. <1, and we get the weight vector w = {w1, w2, ..., w7}.

[0023] The specific process in step three is as follows:

[0024] Its features include: collecting q similar earth-rock dam index data according to index set U, where q≥3. Simultaneously, it must satisfy the following conditions: the dam height difference with the earth-rock dam to be evaluated is less than 40m, and the seepage prevention type is the same as that of the earth-rock dam to be evaluated.

[0025] The specific process of step four is as follows.

[0026] Step 1: Given s calculation objects (including the earth-rock dam to be evaluated), based on 7 evaluation indicators, form an indicator data matrix Y = (y ij ) s×7 ;

[0027] Step 2: Convert the indicator data matrix Y into a decision matrix X, where X = (x ij ) s×7 x ij ∈[0,1];

[0028] During the transformation, when the j-th indicator is a high-optimal indicator, the transformation formula is:

[0029]

[0030] In the formula: i = 1, 2, ..., s; j is the index number, j = 1, 2, ..., 7; X ij Let y be the normalized value of the i-th evaluation index for earth-rock dams, in dimensionless form; ij Let be the value of the j-th index for evaluating the i-th earth-rock dam; when the j-th index is a low-optimal index, the transformation formula is:

[0031]

[0032] In the formula: i = 1, 2, ..., s; j is the index number, j = 1, 2, ..., 7;

[0033] Step 3: Determine the positive ideal vector X of the decision matrix X. + Negative ideal vector X - They are respectively:

[0034]

[0035]

[0036] In the formula, X max1 X represents the optimal value of the first indicator. min1 This represents the worst value for the first indicator, and so on for the others.

[0037] The specific process of step five is as follows.

[0038] The group utility Si of the i-th earth-rock dam to be evaluated is calculated using the following formula:

[0039]

[0040] In the formula, x ij This represents the converted index value; x jmax x represents the maximum value of the normalized j-th index for evaluating earth-rock dams, in dimensionless form; jmin This represents the minimum value of the normalization of the j-th index for evaluating earth-rock dams, in dimensionless form.

[0041] The individual regret value Fi of the i-th earth-rock dam to be evaluated is calculated using the following formula:

[0042] ;

[0043] The overall adaptability index Qi of the i-th earth-rock dam to be evaluated is calculated using the following formula.

[0044]

[0045] In the formula, ; ; ; v=0.5.

[0046] The specific process in step six is ​​implemented as follows:

[0047] The overall adaptability index Qi of each earth-rock dam to be evaluated is ranked. The ranking of Qi of the earth-rock dam to be evaluated is denoted as A, and the ratio of the ranking of Qi of the earth-rock dam to be evaluated to the total number of calculation objects is denoted as B, i.e., B=A / s.

[0048] If \(0 < B\leqslant0.4\), it indicates that the construction conditions of the earth-rock dam to be evaluated are mature and feasible, and it should be used as the main dam type scheme and priority should be given to full design demonstration;

[0049] If \(0.4 < B\leqslant0.7\), it indicates that the construction conditions of the earth-rock dam to be evaluated basically meet the requirements, and it should be used as one of the main dam type schemes for reasonable design demonstration;

[0050] If \(0.7\leqslant B\leqslant1\), it indicates that the construction conditions of the earth-rock dam to be evaluated are not met, and the earth-rock dam type scheme should be used as a comparison or alternative scheme.

[0051] The specific process in Step 1 is implemented as follows.

[0052] The deformation stability \(u_1\) of the shell material is a high-priority index. For an earth-rock dam with gravel and sand as the shell material, the average value of the compression modulus of the gravel and sand material is used; for an earth-rock dam with block stone as the shell material, the product of the average value of the deformation modulus of the block stone and the softening coefficient is used, and the unit is "MPa".

[0053] The dry density \(u_2\) of the shell material is the average dry density of the gravel and sand material or the block stone material, and the unit is "g / cm 3 ", which is a high-priority index;

[0054] The abundance \(u_3\) of the shell material reserve is the ratio of the effective reserve of the shell material to the amount required for dam construction, and it is a high-priority index. Among them, the effective reserve of the shell material is calculated by the following formula:

[0055]

[0056] In the formula, \(M\) is the effective reserve of the shell material; \(k\) is the total number of shell material quarries, and the unit is "piece"; \(L\) i is the transportation distance from the \(i\)-th quarry to the midpoint of the dam axis of the earth-rock dam, and the unit is "km"; \(p\) i is the useful layer reserve of the \(i\)-th shell material quarry, and the unit is "cubic meter"; \(h\) 1i is the vertical height difference between the \(i\)-th shell material quarry and the foundation surface of the earth-rock dam;

[0057] When there is a \(j\)-th quarry \(> 10\), then this quarry does not participate in the calculation of the useful layer reserve of the main shell material quarry, that is, \(p\) j \(= 0\).

[0058] The particle size \(u_5\) of the filter material is the lower envelope particle size \(D\) of the filter material adjacent to the impervious body of the earth-rock dam 15 , and the unit is "mm", which is a high-priority index;

[0059] The natural density \(u_6\) of the foundation overburden is the natural density \(\rho\) of the overburden in the riverbed section of the dam axis of the earth-rock dam, and the unit is "g / cm 3 ", which is a high-priority index;

[0060] The depth of the overburden layer at the dam foundation is denoted as H, and the unit is "m". It is a low-optimal index.

[0061] The compression modulus of the dam foundation overburden is the compression modulus of the riverbed section along the dam axis of the earth-rock dam, and the unit is "MPa". It is a high-quality index.

[0062] Beneficial effects:

[0063] This invention, in the design of earth-rock dams, categorizes dam construction constraints into u1, u2, ..., u7, defines the advantages and disadvantages of each evaluation index and quantifies them, establishing a Vikor evaluation model for earth-rock dam construction conditions to evaluate dam construction conditions. This method improves the scientific rigor and accuracy of dam type selection, and has good applicability to various seepage control systems, including concrete-faced seepage control, asphalt concrete seepage control, geomembrane seepage control, as well as different structural types such as inclined wall seepage control and core wall seepage control. It overcomes the shortcomings of existing earth-rock dam type selection processes, such as the difficulty in quantifying indicators and the limited applicability of models, reducing the adverse effects of subjective decision-making errors on dam type determination. This provides a scientific and reasonable quantitative basis for the site-specific application of earth-rock dam types and for the design of water-retaining structures. Detailed Implementation

[0064] The technical solutions of the embodiments of the present invention will be clearly and completely described below with reference to the embodiments of the present invention. Obviously, the described embodiments are only a part of the embodiments of the present invention, and not all of the embodiments. Based on the embodiments of the present invention, all other embodiments obtained by those of ordinary skill in the art without creative effort are within the scope of protection of the present invention.

[0065] Example 1

[0066] A method for evaluating the construction conditions of an earth-rock dam, comprising the following steps, is disclosed.

[0067] Step 1: Determine the evaluation index set U = {dam shell material deformation stability u1, dam shell material dry density u2, dam shell material compaction internal friction angle u3, dam shell material reserve surplus u4, filter material particle size u5, dam foundation cover layer natural density u6, dam foundation cover layer depth u7};

[0068] U={37, 2.35, 38.7, 2.15, 0.15, 1.96, 12.3}

[0069] Step 2: Determine the weight w of each evaluation indicator j We obtain the weight vector w, where j is the number of indicators, j=1,2,…,7.

[0070] Let w = {0.15, 0.1, 0.06, 0.13, 0.18, 0.21, 0.17}.

[0071] Step 3: Collect data on q similar earth-rock dam indicators according to indicator set U;

[0072] q1={34, 2.27, 39.1, 2.33, 0.20, 2.13, 7.45};

[0073] q2={33, 2.31, 36.2, 2.45, 0.20, 1.99, 9.35};

[0074] q3={38, 2.41, 38.4, 2.85, 0.25, 2.19, 6.75};

[0075] q4={41, 2.43, 40.1, 2.42, 0.25, 2.09, 9.66};

[0076] Step 4: Process the data y of each indicator in the set of s calculation objects U. ij The range normalization method is used to obtain the decision matrix X. Based on the decision matrix X, the positive ideal vector and the negative ideal vector are determined; where i is the earth-rock dam to be evaluated, i=1,2,…,s; j is the number of indicators, j=1,2,…,7;

[0077] Step 5: Based on the evaluation index weight vector w j Using positive and negative ideal vectors, calculate the group utility Si, individual regret value Fi, and overall fitness index Qi of the earth-rock dam to be evaluated;

[0078] Step Six: Arrange the overall adaptability index Qi of each earth-rock dam to be evaluated from largest to smallest to obtain the order of conditions of the earth-rock dams to be evaluated from best to worst.

[0079] Example 2

[0080] The deformation stability u1 of the dam shell material is a high-performance index. For earth-rock dams with gravel as the dam shell material, the average value of the compressive modulus of the gravel material is used; for earth-rock dams with boulders as the dam shell material, the product of the average value of the deformation modulus of the boulders and the softening coefficient is used, with the unit being "MPa".

[0081] The dry density u2 of the dam shell material is the average dry density of sand, gravel or boulders, which is a high-quality indicator.

[0082] The dam shell material reserve surplus degree u3 is the ratio of the effective dam shell material reserve to the amount required for dam construction, and it is a high-optimal indicator. The effective dam shell material reserve is calculated using the following formula:

[0083]

[0084] In the formula, M represents the effective reserves of dam shell material; k represents the total number of dam shell material storage yards, in units of "each"; L i p represents the haulage distance from the i-th material yard to the midpoint of the earth-rock dam axis, in km; i h represents the useful reserves of the i-th dam shell material yard, in cubic meters; 1i Let be the vertical height difference between the i-th dam shell material yard and the earth-rock dam foundation.

[0085] When there is a j-th material yard If the value is greater than 10, then this material yard is not included in the calculation of the useful layer reserves of the main material yard for the dam shell, i.e., p j =0.

[0086] The particle size u5 of the reverse filter material is the D of the adjacent reverse filter material in the earth-rock dam seepage prevention body. 15 The lower envelope particle size, in mm, is a high-quality indicator;

[0087] The natural density u6 of the dam foundation overburden is the same as the natural density ρ of the overburden in the riverbed section along the dam axis of the earth-rock dam, with units of g / cm³. 3 ", which is a high-quality indicator;

[0088] The depth of the overburden layer at the dam foundation is denoted as H, and the unit is "m". It is a low-optimal index.

[0089] The compression modulus of the dam foundation overburden is the compression modulus of the riverbed section along the dam axis of the earth-rock dam, and the unit is "MPa". It is a high-quality index.

[0090] Example 3

[0091] A method for evaluating the construction conditions of earth-rock dams, differing from Embodiment 1, in that: in step three, the weights w of each evaluation index are determined. j The specific process is as follows:

[0092] Step 1: Five professional engineers will assign weights to the seven evaluation indicators;

[0093] Step 2: The score given by the a-th professional engineer to indicator j is C. aj Furthermore, the sum of the scores for each professional engineer across the seven indicators is a consistent non-zero positive integer, meaning that... Thus, a rating table for p professional engineers is obtained;

[0094] Where: K is a non-zero positive integer; C aj Let be the score given by the a-th professional engineer for the j-th indicator of a certain earth-rock dam evaluation, in dimensionless form;

[0095] Step 3: Calculate the weights of each indicator:

[0096] ;

[0097] Step 4: Calculate the coefficient of variation of the weights of each indicator.

[0098]

[0099] ;

[0100] in, Let be the coefficient of variation of the weight of the j-th indicator; Let be the average weight of the j-th indicator;

[0101] Step 5: When there exists a coefficient of variation for the weight of the j-th indicator... If the score is greater than 1, then another professional engineer will be invited to score the indicator, and the coefficient of variation of each indicator weight will be calculated again by combining the scores from all professional engineers. This process is repeated until all indicator weights are reached. <1, when there exists a coefficient of variation for the weight of the j-th indicator. When the value is greater than 1.5, the indicator weights of the newly invited professional engineers are used to replace the indicator weights of the original professional engineers, and the coefficient of variation of each indicator weight is recalculated. This process is repeated until all indicator weights are reached. <1, and we get the weight vector w = {w1, w2, ..., w7}.

[0102] After scoring and calculation by professional engineers, the weights are w={0.15,0.1,0.06,0.13,0.18,0.21,0.17}.

[0103] In this embodiment, the professional engineer is someone with a senior professional title in hydraulic structures or someone with similar-scale engineering design experience who ranks among the top three.

[0104] Preferably, the specific process in step four is as follows:

[0105] Step 1: Given s calculation objects (including the earth-rock dam to be evaluated), based on 7 evaluation indicators, form an indicator data matrix Y = (y ij ) s×7 ;

[0106] Y=

[0107] Step 2: Convert the indicator data matrix Y into a decision matrix X, where X = (x ij ) s×7 x ij ∈[0,1];

[0108] During the transformation, when the j-th indicator is a high-optimal indicator, the transformation formula is:

[0109]

[0110] In the formula: i = 1, 2, ..., s; j is the index number, j = 1, 2, ..., 7; X ij Let y be the normalized value of the i-th evaluation index for earth-rock dams, in dimensionless form; ij This represents the j-th index value for the i-th evaluation of earth-rock dams;

[0111] When the j-th indicator is a low-optimal indicator, the transformation formula is:

[0112]

[0113] In the formula: i = 1, 2, ..., s;

[0114] j is the index number, j=1,2,…,7;

[0115] Step 3: Determine the positive ideal vector X of the decision matrix X. + Negative ideal vector X - They are respectively:

[0116] ;

[0117] ;

[0118] In the formula, X max1 X represents the optimal value of the first indicator. min1 This represents the worst value for the first indicator, and so on for the others.

[0119] The individual regret value Fi of the i-th earth-rock dam to be evaluated is calculated using the following formula:

[0120] ;

[0121] The overall adaptability index Qi of the i-th earth-rock dam to be evaluated is calculated using the following formula.

[0122]

[0123] In the formula, ; ; ; v=0.5.

[0124] In step six, the overall adaptability index Qi of each earth-rock dam to be evaluated is ranked. The ranking of the Qi of the earth-rock dam to be evaluated is denoted as A, and the ratio of the ranking of the Qi of the earth-rock dam to be evaluated to the total number of calculation objects is denoted as B, i.e., B=A / s.

[0125] According to the method of the present invention:

[0126] If 0 < B ≤ 0.4, it indicates that the dam construction conditions of the earth-rock dam to be evaluated are mature and feasible, and it should be used as the main dam type scheme and priority should be given to full design demonstration;

[0127] If 0.4 < B ≤ 0.7, it indicates that the dam construction conditions of the earth-rock dam to be evaluated basically meet the requirements, and it should be used as one of the main dam type schemes for reasonable design demonstration;

[0128] If 0.7 ≤ B ≤ 1, it indicates that the dam construction conditions of the earth-rock dam to be evaluated are not met, and the earth-rock dam type scheme should be used as a comparison or alternative scheme.

[0129] The evaluation calculation results of the embodiments are shown in Table 1.

[0130] Table 1 Evaluation Results of Embodiments

[0131]

[0132] As described above, these are only the preferred embodiments of the present invention. The present invention will not be limited to these embodiments shown in this article, but rather to the broadest scope consistent with the principles and novel features disclosed herein. Any simple modifications, equivalent changes and modifications made to the above embodiments based on the technical essence of the present invention shall still fall within the scope of the technical solutions of the present invention.

Claims

1. A method for evaluating the construction conditions of earth-rock dams, characterized in that: It includes the following steps: Step 1: Determine the evaluation index set U = {deformation stability u1 of the dam shell material, dry density u2 of the dam shell material, compaction internal friction angle u3 of the dam shell material, reserve abundance u4 of the dam shell material, particle size of the filter material u5, natural density u6 of the dam foundation overburden layer, depth u7 of the dam foundation overburden layer}; Step 2: Determine the weight w of each evaluation indicator j We obtain the weight vector w, where j is the number of indicators, j=1,2,…,7; Step 3: Collect q index data of earth-rock dams according to the index set U; Step 4: Process the data y of each indicator in the set of s calculation objects U. ij The range normalization method is used to obtain the decision matrix X. Based on the decision matrix X, the positive ideal vector and the negative ideal vector are determined; where i is the earth-rock dam to be evaluated, i=1,2,…,s; j is the number of indicators, j=1,2,…,7; Step 5: Based on the evaluation index weight vector w j Using positive and negative ideal vectors, calculate the group utility Si, individual regret value Fi, and overall fitness index Qi of the earth-rock dam to be evaluated; Step 6: Arrange the overall adaptability indexes Qi of each to-be-evaluated earth-rock dam from large to small to obtain the order of the to-be-evaluated earth-rock dams from the best to the worst conditions; In step two, the weights w of each evaluation indicator are determined. j The specific process is as follows: Step 1: p professional engineers conduct weight scoring on 7 evaluation indexes, p≥3; Step 2: The score given by the a-th professional engineer to indicator j is C. aj Furthermore, the sum of the scores for each professional engineer across the seven indicators is a consistent non-zero positive integer, meaning that... Thus, a rating table for p professional engineers is obtained; Where: K is a non-zero positive integer; C aj Let be the score given by the a-th professional engineer for the j-th indicator of a certain earth-rock dam evaluation, in dimensionless form; Step 3: Calculate the weight of each index: ； Step 4: Calculate the coefficient of variation of the weights of each indicator. ； in, Let be the coefficient of variation of the weight of the j-th indicator; Let be the average of the weights of the j-th indicator; Step 5: When there exists a coefficient of variation for the weight of the j-th indicator... If the score is greater than 1, then another professional engineer will be invited to score the indicator, and the coefficient of variation of each indicator weight will be calculated again by combining the scores from all professional engineers. This process is repeated until all indicator weights are reached. <1, when there exists a coefficient of variation for the weight of the j-th indicator. When the value is greater than 1.5, the indicator weights of the newly invited professional engineers are used to replace the indicator weights of the original professional engineers, and the coefficient of variation of each indicator weight is recalculated. This process is repeated until all indicator weights are reached. <1, and we get the weight vector w = {w1, w2, ..., w7}.

2. The method for evaluating the construction conditions of an earth-rock dam according to claim 1, characterized in that: Collect q index data of earth-rock dams according to the index set U, q≥3, and at the same time satisfy: the difference in dam height from the to-be-evaluated earth-rock dam is less than 30m, and the anti-seepage structure type is the same as that of the to-be-evaluated earth-rock dam. The anti-seepage structure type includes the material type and structural position of the anti-seepage body.

3. The method for evaluating the construction conditions of an earth-rock dam according to claim 1, characterized in that: The specific process in Step 4 is as follows: Step 1: Given s calculation objects, including the earth-rock dam to be evaluated, and based on 7 evaluation indicators, form an indicator data matrix Y = (y ij ) s×7 ; Step 2: Convert the indicator data matrix Y into a decision matrix X, where X = (x ij ) s×7 x ij ∈[0,1]; When converting, when the j-th index is a high-quality index, the transformation formula is: In the formula: i = 1, 2, ..., s; j is the index number, j = 1, 2, ..., 7; X ij Let y be the normalized value of the i-th evaluation index for earth-rock dams, in dimensionless form; ij This represents the j-th index value for the i-th evaluation of earth-rock dams; When the j-th index is a low-quality index, the transformation formula is: In the formula: i = 1, 2,..., s; j is the number of indexes, j = 1, 2,..., 7; Step 3: Determine the positive ideal vector X of the decision matrix X. + Negative ideal vector X - They are respectively: In the formula, X max1 X represents the optimal value of the first indicator. min1 This represents the worst value for the first indicator, and so on for the others.

4. The method for evaluating the construction conditions of an earth-rock dam according to claim 1, characterized in that: The group utility Si of the i-th to-be-evaluated earth-rock dam in Step 5 is calculated by the following formula: In the formula, x ij This represents the converted index value; x jmax x represents the maximum value of the normalized j-th index for evaluating earth-rock dams, in dimensionless form; jmin This represents the minimum value of the normalization of the j-th index for evaluating earth-rock dams, in dimensionless form. The individual regret value Fi of the i-th to-be-evaluated earth-rock dam in the to-be-evaluated earth-rock dam is calculated by the following formula: ； The overall adaptability index Qi of the i-th to-be-evaluated earth-rock dam in the to-be-evaluated earth-rock dam is calculated by the following formula: In the formula, ; ; ; v=0.

5.

5. The method for evaluating the construction conditions of an earth-rock dam according to claim 1, characterized in that: In Step 6, sort the overall adaptability indexes Qi of each to-be-evaluated earth-rock dam. Denote the ranking of Qi of the to-be-evaluated earth-rock dam as A, and denote the ratio of the ranking of Qi of the to-be-evaluated earth-rock dam to the total number of calculation objects as B, that is, B = A / s. If 0 < B ≤ 0.4, it indicates that the construction conditions of the to-be-evaluated earth-rock dam are mature and feasible, and it should be used as the preferred dam type scheme and sufficient design demonstration should be carried out; If 0.4 < B ≤ 0.7, it indicates that the construction conditions of the to-be-evaluated earth-rock dam basically meet the requirements, and it should be used as one of the preferred dam type schemes for reasonable design demonstration; If 0.7 ≤ B ≤ 1, it indicates that the construction conditions of the to-be-evaluated earth-rock dam are not met, and the earth-rock dam type scheme should be used as a comparison or alternative scheme.

6. The method for evaluating the construction conditions of an earth-rock dam according to claim 1, characterized in that: The deformation stability u of the dam shell material is a high-quality index. For earth-rock dams with gravel as the dam shell material, the average value of the compression modulus of the gravel material is used; for earth-rock dams with block stone as the dam shell material, the product of the average value of the deformation modulus of the block stone and the softening coefficient is used, and the unit is "MPa".

7. The method for evaluating the construction conditions of an earth-rock dam according to claim 1, characterized in that: The dry density u2 of the dam shell material is the average dry density of sand, gravel, or boulders, in g / cm³. 3 ", which is a high-quality index; the dam shell material reserve surplus u3 is the useful layer reserve of the main dam shell material yard, in "m", which is a high-quality index; it is calculated using the following formula: In the formula, M is the effective reserve of the dam shell material; k is the total number of dam shell material quarries, "pieces"; L i The distance from the i-th material yard to the midpoint of the earth-rock dam axis is expressed in km. p i The useful layer reserves of the i-th dam shell material yard are expressed in cubic meters. h 1i Let be the vertical height difference between the i-th dam shell material yard and the foundation surface of the earth-rock dam; When there is a j-th material yard If the value is greater than 10, then this material yard is not included in the calculation of the useful layer reserves of the main material yard for the dam shell, i.e., p j =0; The particle size u5 of the filter media is the D of the adjacent filter media in the earth-rock dam seepage prevention body. 15 The lower envelope particle size, in mm, is a high-quality indicator; The natural density u6 of the dam foundation overburden is the same as the natural density ρ of the overburden in the riverbed section along the dam axis of the earth-rock dam, with units of g / cm³. 3 ", which is a high-quality indicator; The depth u7 of the dam foundation overburden layer is the average depth of the overburden layer at the riverbed section of the dam axis of the earth-rock dam, denoted as H, and the unit is "m", which is a low-quality index.

8. The method for evaluating the construction conditions of an earth-rock dam according to claim 1, characterized in that: The compression modulus of the dam foundation overburden layer is the compression modulus at the riverbed section of the dam axis of the earth-rock dam, and the unit is "MPa", which is a high-quality index.

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