A structural safety assessment method for high-piled piers based on response surface methodology

Abstract

The present invention discloses a safety assessment method for a high-pile wharf based on the response surface methodology, comprising the following steps: S1. establishing a finite element model; S2. determining response surface parameters; S3. selecting the polynomial order; S4. designing a sample experiment; S5. selecting significant parameters; S6. performing regression fitting of the response surface; S7. optimizing parameters; and S8. performing calculations based on a revised three-dimensional finite element model as an assessment benchmark, and then comparing the calculated values ​​of the three-dimensional finite element model with a safety threshold to determine whether the high-pile wharf structure is safe. The present invention can more efficiently and accurately assess the structural safety of a high-pile wharf.

Description

Technical Field

[0001] The invention relates to a method for evaluating the structural safety of a high-pile wharf based on a response surface method. Background Art

[0002] As key facilities in port and coastal engineering, high-pile piers handle enormous traffic and cargo throughput, playing a vital role in promoting economic development and ensuring maritime traffic safety. However, with the extension of port operating hours and the ever-changing marine environment, high-pile piers face increasingly severe safety challenges.

[0003] Traditional safety assessment methods for high-piled piers, such as empirical judgment, on-site testing, and simple mechanical analysis, while able to reflect the safety status of piers to a certain extent, still have many shortcomings. Empirical judgment often relies on past cases and expert experience, making it difficult to accurately predict possible future hazards. While on-site testing can directly assess the actual condition of the pier, the testing process is cumbersome, costly, and unable to achieve real-time monitoring. Simple mechanical analysis ignores the complexity and nonlinear characteristics of the pier structure, resulting in inaccurate assessment results.

[0004] With the continuous advancement of computer technology and numerical analysis methods, finite element analysis (FEA) has gradually become an effective means of predicting structural responses. However, directly applying FEA to safety assessments of high-piled piers still suffers from problems such as large computational complexity and time consumption, making it difficult to meet the real-time and economic requirements of actual projects. Summary of the Invention

[0005] The purpose of the present invention is to overcome the defects of the prior art and provide a method for evaluating the structural safety of a high-pile pier based on the response surface method, which can more efficiently and accurately evaluate the safety of the high-pile pier.

[0006] The object of the present invention is achieved by: a method for evaluating the structural safety of a high-pile wharf based on a response surface methodology, comprising the following steps:

[0007] S1. Create a 3D finite element model of the piled pier using 3D finite element analysis software based on the actual structural dimensions and material parameters of the piled pier.

[0008] S2. Determine response surface parameters through theoretical analysis and field measurements;

[0009] S3. Select the polynomial order;

[0010] S4. Sample experimental design;

[0011] S5. Selection of significant parameters;

[0012] S6. Regression fitting of response surface;

[0013] S7. Optimizing parameters and using the optimized parameters as parameter values ​​for modifying the three-dimensional finite element model;

[0014] S8. Safety assessment, based on the revised 3D finite element model as the assessment benchmark, and using the revised 3D finite element model that has been determined as the benchmark for calculation, then by comparing the calculated value of the 3D finite element model with the safety threshold to determine whether the high-pile wharf structure is safe.

[0015] In the above-mentioned method for evaluating the structural safety of a high-piled wharf based on the response surface methodology, when performing step S1, the three-dimensional finite element model includes the main structure, pile foundation structure and soil structure of the high-piled wharf.

[0016] In the above-mentioned method for evaluating the structural safety of a high-piled wharf based on the response surface methodology, when performing step S2, the response surface parameters are the main parameter variables of the response surface equation, and the output values ​​of the main measured data of the high-piled wharf are the target variables of the response surface equation.

[0017] In the above-mentioned method for evaluating the structural safety of a high-piled wharf based on the response surface method, when performing step S3, the polynomial order is selected according to the complexity of the target parameter variables output by the response surface method and the characteristics of the data.

[0018] In the above-mentioned high-pile wharf structural safety assessment method based on response surface methodology, when performing step S4, a response surface experiment design is performed using response surface methodology matrix sampling. This sampling method requires at least three parameter variables; when performing sampling, the center point of a parameter variable value interval and the upper and lower limits of the remaining parameter variable value intervals are combined with each other;

[0019] In the above-mentioned method for assessing the structural safety of a high-piled wharf based on the response surface methodology, when performing step S5, after the response surface experiment design is completed, the corresponding target variable is obtained through finite element calculation according to the designed experimental plan, and on the basis of variance analysis, the parameter variables that significantly affect the target variable are selected in the entire sample space.

[0020] In the above-mentioned high-pile wharf structural safety assessment method based on the response surface method, when performing step S6, a quadratic polynomial response surface model is used. After the quadratic polynomial response surface model is first established, the goodness-of-fit coefficient R of the response surface equation is tested using formula (1). 2 :

[0021]

[0022] In the above formula (1), N is the number of sample points; y rs is the calculated value of the response surface equation; y is the finite element calculated value of the experimental sample; is the average value of the finite element calculation values ​​of all experimental samples;

[0023] Goodness of fit coefficient R 2 The result interval is [0,1]. When the calculated goodness of fit coefficient is close to 1, the regression accuracy of the response surface equation is high.

[0024] In the above-mentioned method for assessing the structural safety of a high-piled wharf based on the response surface methodology, when performing step S7, by setting the target variable to the relative error between the finite element calculation results and the on-site monitoring results, the component response surface equation is used to find the experimental combination with the error closest to 0 within a fixed interval. The parameter values ​​of this experimental combination are used as the parameter values ​​for correcting the three-dimensional finite element model.

[0025] In the above-mentioned method for assessing the structural safety of a piled wharf based on the response surface methodology, when performing step S8, the force at the actual measuring point is set as an input parameter variable based on the revised three-dimensional finite element model as the assessment benchmark. The three-dimensional finite element model that has been revised and determined as the benchmark is used for calculation to obtain the maximum force values ​​of the piles and beam components of the piled wharf as output parameters. The design values ​​of the piles and beam components of the piled wharf under the ultimate bearing capacity state in the relevant specifications are then used as safety thresholds. Then, by comparing each output parameter with its corresponding safety threshold one by one, it is determined whether the piled wharf structure has a safety risk under specific load conditions. The piled wharf structure is determined to be safe if and only if all the calculated maximum force values ​​do not exceed the corresponding safety threshold. Otherwise, it is determined that the piled wharf structure has a safety risk and further analysis and corresponding reinforcement measures are required.

[0026] In the above-mentioned high-pile wharf structural safety assessment method based on the response surface method, when performing step S8, the calculation results and the measured results of the three-dimensional finite element model are summarized, and then the safety assessment function equation of the following formula (2) is established by the response surface method:

[0027]

[0028] In the above formula (2), F1, F2, F3, ... are the measured values ​​of the actual measuring points; σ1, σ2, σ3, ... are the calculated values ​​of the three-dimensional finite element model of the key positions of the high-pile wharf;

[0029] The safety of the high-pile wharf structure is determined by comparing the calculated values ​​σ1, σ2, σ3, ... of the three-dimensional finite element model with the safety thresholds [σ1], [σ2], [σ3], ...

[0030] The present invention's high-pile pier structural safety assessment method based on the response surface methodology has the following characteristics: Based on the high-pile pier finite element model and measured data, the three-dimensional finite element of the high-pile pier structure is first corrected by constructing a response surface equation between the input parameters and the structural response. Then, based on the corrected baseline model, the high-pile pier safety assessment function equation is established by combining the response surface methodology with the measured data. This method not only takes into account the complexity and nonlinear characteristics of the pier structure, but also combines the accuracy of finite element analysis with the efficiency of the response surface methodology, enabling a more efficient and accurate assessment of the safety of the high-pile pier. DETAILED DESCRIPTION

[0031] The method for evaluating the structural safety of a high-piled wharf based on the response surface methodology of the present invention comprises the following steps:

[0032] S1. Establish a finite element model. Based on the actual structural dimensions and material parameters of the high-piled pier, a three-dimensional finite element model of the high-piled pier is established in 3D finite element analysis software. The finite element model includes the main structure, pile foundation structure, and soil structure of the high-piled pier. When constructing the three-dimensional finite element model of the high-piled pier, ensure that the parameters input into the finite element model are accurate. Any errors in the input parameters will affect the accuracy and reliability of the calculated values ​​of the finite element model.

[0033] S2. Determine the response surface parameters. Through theoretical analysis and field measurements, identify the key factors affecting the structural response of the high-pile pier, i.e., the main parameter variables of the response surface equation. The output values ​​of the main measured data of the high-pile pier are used as the target variables of the response surface equation. When determining the key factors affecting the structural response of the high-pile pier, it is necessary to fully consider all possible influencing factors and accurately identify and quantify them. This requires an in-depth understanding of the working principles and stress conditions of the high-pile pier to ensure the comprehensiveness and accuracy of the assessment.

[0034] S3. Select the polynomial order based on the complexity of the target parameter variables output by the response surface methodology and the characteristics of the data. A polynomial order that is too low may result in the 3D finite element model not being able to accurately capture the nonlinear relationship of the data, while a polynomial order that is too high may lead to overfitting, that is, the 3D finite element model performs well on the training data but has poor generalization ability on new data.

[0035] S4. Sample experimental design: Response surface experiment design is performed using Box-Behnken matrix sampling. This sampling method requires at least three parameter variables. When sampling, the center point of a parameter variable's value interval is combined with the upper and lower limits of the remaining parameter variable's value intervals.

[0036] S5. Significant parameter selection: After the response surface experiment design is completed, the corresponding target variable is obtained through finite element calculation according to the designed experimental plan. Based on the variance analysis, the parameter variables that significantly affect the target variable are selected within the entire sample space;

[0037] S6. Regression fitting of response surface, using quadratic polynomial response surface model, first establish the quadratic polynomial response surface model, and then use formula (1) to test the goodness of fit coefficient R of the response surface equation 2 :

[0038]

[0039] In the above formula (1), N is the number of sample points; y rs is the calculated value of the response surface equation; y is the finite element calculated value of the experimental sample; is the average value of the finite element calculation values ​​of all experimental samples;

[0040] Goodness of fit coefficient R 2 The result interval is [0,1]. When the calculated goodness of fit coefficient is close to 1, the regression accuracy of the response surface equation is high.

[0041] In testing the goodness of fit coefficient R of the response surface equation 2 At the same time, the response surface equation should be verified and optimized through actual engineering cases or field test data; if the goodness of fit coefficient R 2 If the effect is small, it may be that the parameter variables that have a significant impact on the target variable have been ignored. It is necessary to re-analyze the sensitivity of the parameter variables, screen out all the parameter variables with significant effects, and re-design the response surface experiment.

[0042] S7. Parameter optimization: By setting the target variable to the relative error between the finite element calculation results and the on-site monitoring results, the component response surface equation is used to find the experimental combination with the error closest to 0 within a fixed interval. The parameter values ​​of this experimental combination are used as the parameter values ​​for the finite element model correction;

[0043] S8. Using the modified 3D finite element model as the evaluation benchmark, first set the forces at the actual measurement points as input parameter variables. Calculate the maximum forces on the piles and beams of the high-pile wharf using the 3D finite element model as output parameters. Then, based on the design values ​​of the piles and beams of the high-pile wharf under the ultimate bearing capacity state specified in the relevant specifications, use them as safety thresholds. By comparing each output parameter with its corresponding safety threshold, determine whether the high-pile wharf structure presents a safety risk under specific load conditions. The high-pile wharf structure is deemed safe only if all calculated maximum forces do not exceed the corresponding safety thresholds. Otherwise, the high-pile wharf structure is deemed to present a safety risk, requiring further analysis and appropriate reinforcement measures.

[0044] The calculation results and measured results of the three-dimensional finite element model are summarized, and then the safety assessment function equation (2) is established by the response surface method:

[0045]

[0046] In the above formula (2), F1, F2, F3, ... are the measured values ​​of the actual measuring points; σ1, σ2, σ3, ... are the calculated values ​​of the three-dimensional finite element model of the key positions of the high-pile wharf;

[0047] The safety of the high-pile wharf structure is determined by comparing the calculated values ​​σ1, σ2, σ3, ... of the three-dimensional finite element model with the safety thresholds [σ1], [σ2], [σ3], ...

[0048] The following describes the structural safety assessment method of a high-piled wharf based on the response surface method of the present invention using a specific high-piled wharf.

[0049] S1. Establish a three-dimensional finite element model:

[0050] According to the design and construction plan of the high-pile wharf structure, a complete three-dimensional finite element model of the high-pile wharf structure and the underlying soil foundation was established using Midas / GTS NX (New eXperience of Geo-Technical Analysis System) finite element analysis software. The entire three-dimensional finite element model has a total of 339,841 units and 2,397,324 nodes. In the three-dimensional finite element model, a three-dimensional coordinate system is established with the wharf's horizontal axis as the X-axis, the longitudinal axis as the Y-axis, and the vertical axis as the Z-axis. The X-axis, Y-axis, and Z-axis conform to the right-hand rule, with length units in meters and force units in kN. Based on engineering modeling experience, 1.5 times the burial depth is used as the calculation boundary range to eliminate boundary effects. The overall dimensions of the three-dimensional finite element model are 200 meters in length, 140 meters in width, and 87.6 meters in height.

[0051] S2. Determine the response surface parameters: Based on the structural characteristics of the high-pile wharf and influencing factors such as the working environment, the uniformly distributed load of the high-pile wharf, the elastic modulus of the pile foundation (PHC pipe pile), and the elastic modulus of the transverse and longitudinal beams were selected as parameter variables for the correction of the three-dimensional finite element model when the initial wharf was completed. Based on the spatial variation of the actual monitoring data of the pile foundation (PHC pipe pile), the maximum axial stress change occurred near the mud surface. Therefore, the average value of the stress change monitored by the shore-side sensor near the mud surface of pile foundation No. 1 was selected as the first target variable of the response surface equation. At the same time, based on the structural characteristics of the transverse and longitudinal beams of the high-pile wharf and the finite element calculation results, the average value of the stress change monitored at the location where the maximum axial tensile stress occurred in the longitudinal and transverse beams of the high-pile wharf was selected as the remaining two target variables of the response surface equation. The axial stress changes at these three locations between the completed wharf condition and the pile foundation construction condition were calculated using the three-dimensional finite element model and used as the calculated values ​​of the three-dimensional finite element model. The actual values ​​of the monitoring data and the calculation results of the uncorrected three-dimensional finite element model are shown in Table 1:

[0052] Table 1

[0053]

[0054]

[0055] The uniformly distributed load of the high-pile wharf and the elastic modulus of the piles, beams, and longitudinal beams are the influencing factors. The specific values ​​are shown in Table 2:

[0056] Table 2

[0057] Influencing factors Value range Uniformly distributed load of high-pile wharf F / kPa 1～10 <![CDATA[Elastic modulus E1 / GPa of PHC pipe piles]]> 37～39 <![CDATA[Elastic modulus E2 of horizontal and vertical beams / GPa]]> 31.5～33.5

[0058] S3. Select the polynomial order:

[0059] The response surface equation is generally expressed as a quadratic polynomial (3):

[0060]

[0061] In the above formula (3), a0 is the constant term obtained by fitting, a i and a ij The linear term coefficient and the quadratic term coefficient determined by the least squares method are in one-to-one correspondence; x i and x j One-to-one correspondence between the i-th parameter variable and the j-th parameter variable;

[0062] S4. Sample Experimental Design: Response surface experimental design was performed using the Box-Behnken matrix sampling method.

[0063] S5. Significant parameter selection: Taking the uniformly distributed load F of the high-pile wharf, the elastic modulus E1 of the PHC piles, and the elastic modulus E2 of the transverse and longitudinal beams as influencing factors, and the errors R1, R2, and R3 between the calculated stress change results and the measured data at the three measuring points as the dependent variables of the response surface equation, 15 experimental combinations of response surface analysis experiments were designed. The experimental plan and experimental results are shown in Table 3:

[0064] Table 3

[0065]

[0066]

[0067] S6. Regression fitting of response surface equation:

[0068] The error R1 obtained from 15 experimental combinations was fitted using the least squares method using the response surface analysis software (Design Expert). The fitting equation for the error R1 was as follows:

[0069] R1=1.03093-0.242173A-0.009333B+0.008487C+0.001353AB

[0070] -0.001273AC-0.000163BC-8.07327×10 -6 A 2 +0.000200B 2 -0.000038C 2

[0071] Among them, parameters A, B, and C represent the uniformly distributed load F on the high-piled wharf, the elastic modulus E1 of the PHC piles, and the elastic modulus E2 of the transverse and longitudinal beams, respectively;

[0072] The compressive stress of the PHC pile is fitted using the least squares method, and the fitting equation with error R2 is as follows:

[0073] R2=0.971119-0.226825A+0.006468B-0.005595C+0.001091AB

[0074] -0.002356AC-0.000196BC-9.69514×10 -6 A 2 -3.92106×10 -16 B 2 +0.000196C 2

[0075] The horizontal displacement of the high-pile wharf structure panel is fitted using the least squares method, and the fitting equation for the error R3 is as follows:

[0076] R3=-0.043534-0.134728A+0.002991B-0.018359C+0.000268AB

[0077] -0.002113AC-5.88182×10 -5 BC-0.000206A 2 -5.11297×10 -5 B 2 +0.000126C 2

[0078] According to the introduction of response surface method, the main indicator of goodness of fit test is the goodness of fit coefficient R 2 , which reflects the proportion of variation that can be explained by the response surface equation. The reliability standard of the response surface equation for the designed experimental data is generally taken as R 2 >0.9, and the goodness of fit test was performed on the obtained response surface equation. The evaluation results are shown in Table 4:

[0079] Table 4

[0080]

[0081]

[0082] As can be seen from Table 4, the goodness-of-fit coefficients R 2 All of them exceeded 0.9, so the accuracy of the fitting equation of the experimental data in the determined interval by the response surface method is relatively high, and the three-dimensional finite element model can be modified on this basis;

[0083] S7. Parameter optimization:

[0084] Using the response surface equation of the target variable obtained through regression analysis, through iterative calculation, the design variable values ​​that make the three errors closest to 0 are obtained, as shown in Table 5:

[0085] Table 5

[0086] Parameter items Initial value Correction value deviation(%) F / kPa 5.5 4.329 21.29 <![CDATA[E1 / GPa]]> 38 38.609 1.60 <![CDATA[E2 / GPa]]> 32.5 32.324 0.54

[0087] Judging from the correction results in Table 5, the correction range of the elastic modulus E1 of the PHC piles and the elastic modulus E2 of the transverse and longitudinal beams is not large, but the uniformly distributed load F on the upper part of the wharf has been significantly corrected. The reason for the large correction of the uniformly distributed load F is that after the wharf is completed, some upper loads such as material accumulation and crowd load will inevitably appear on the upper part of the wharf. These loads have a significant impact on the stress of the wharf components, but are difficult to accurately measure in practice. Therefore, the uniformly distributed load F of the high-pile wharf in the three-dimensional finite element model has been significantly corrected. For the elastic modulus E1 of the PHC piles and the elastic modulus E2 of the transverse and longitudinal beams, since the elastic modulus of concrete is related to construction conditions, there is a certain deviation between the elastic modulus of the actual high-pile wharf structural components and the standard value in the specification, but the overall difference is not huge. Therefore, the correction range of the elastic modulus E1 of the PHC piles and the elastic modulus E2 of the transverse and longitudinal beams is relatively small.

[0088] S8. Safety Assessment: The modified 3D finite element model is used as the assessment benchmark, and key parameters are output, especially the maximum stress values ​​of piles and beam components under various load combinations. By comparing each output parameter with its corresponding safety threshold, it is determined whether the high-piled wharf structure poses a safety risk under specific load conditions. The calculated results of the 3D finite element model and the measured results are summarized, and then the safety assessment function equation is established using the response surface methodology.

[0089] The above embodiments are only used to illustrate the present invention, rather than to limit the present invention. Those skilled in the art may make various changes or modifications without departing from the spirit and scope of the present invention. Therefore, all equivalent technical solutions should also fall within the scope of the present invention and should be defined by the claims.

Claims

1. A method for evaluating the structural safety of a high-piled wharf based on response surface methodology, characterized in that: The evaluation method comprises the following steps: S1. Create a 3D finite element model of the piled pier using 3D finite element analysis software based on the actual structural dimensions and material parameters of the piled pier. S2. Determine the response surface parameters through theoretical analysis and field measurements; the response surface parameters are the parameter variables of the response surface equation, that is, based on the structural characteristics of the high-pile wharf and the influencing factors of the working environment, the uniformly distributed load of the high-pile wharf, the elastic modulus of the pile foundation, and the elastic modulus of the transverse and longitudinal beams are selected as the parameter variables for correcting the three-dimensional finite element model when the initial wharf is completed; and the output value of the measured data of the high-pile wharf is used as the target variable of the response surface equation. That is, based on the spatial variation of the actual monitoring data of the pile foundation, the maximum value of the axial stress change occurs near the mud surface, so the average value of the stress change monitored by the shore-side sensor near the mud surface of the pile foundation is selected as the first target variable of the response surface equation. At the same time, based on the structural characteristics of the transverse and longitudinal beams of the high-pile wharf and the finite element calculation results, the average value of the stress change monitored at the location where the maximum axial tensile stress occurs in the longitudinal and transverse beams of the high-pile wharf is selected as the other two target variables of the response surface equation; the axial stress changes at these three locations between the completed wharf condition and the pile foundation construction condition are calculated by the three-dimensional finite element model, and this is used as the calculated value of the three-dimensional finite element model; S3. Select the order of the polynomial; S4. Sample experimental design; S5. Selection of significant parameters: Using the uniformly distributed load of the high-pile wharf, the elastic modulus of the pile foundation, and the elastic modulus of the transverse and longitudinal beams as influencing factors, and the calculated stress change results at three measuring points and the error in the measured data as the dependent variables of the response surface equation, a response surface analysis experiment with 15 experimental combinations was designed. After the response surface experiment design was completed, the corresponding target variables were obtained through finite element calculation according to the designed experimental plan. Based on variance analysis, the parameter variables that significantly affected the target variables were selected within the entire sample space. S6. Regression fitting of response surface; S7. Optimizing parameters and using the optimized parameters as parameter values ​​for modifying the three-dimensional finite element model; S8. Safety assessment, based on the revised 3D finite element model as the assessment benchmark, and using the revised 3D finite element model that has been determined as the benchmark for calculation, then by comparing the calculated value of the 3D finite element model with the safety threshold to determine whether the high-pile wharf structure is safe.

2. The safety assessment method for high-piled wharf based on response surface methodology according to claim 1 is characterized in that: When performing step S1, the three-dimensional finite element model includes the main structure, pile foundation structure and soil structure of the high-pile wharf.

3. The safety assessment method for a high-piled wharf based on response surface methodology according to claim 1 is characterized in that: When performing step S3, the polynomial order is selected according to the complexity of the target parameter variable output by the response surface method and the characteristics of the data.

4. The safety assessment method for high-piled wharf based on response surface methodology according to claim 1 is characterized in that: When performing step S4, a response surface experiment design is performed using a response surface method matrix sampling method. The response surface method matrix sampling method requires at least three parameter variables. When sampling, the center point of a parameter variable value interval and the upper and lower limits of the remaining parameter variable value intervals are combined with each other.

5. The safety assessment method for high-piled wharf based on response surface methodology according to claim 1 is characterized in that: When performing step S6, a quadratic polynomial response surface model is used. After first establishing the quadratic polynomial response surface model, the goodness-of-fit coefficient of the response surface equation is tested using formula (1). R 2 : （1） In the above formula (1), N is the number of sample points; y rs Calculate values ​​for the response surface equation; y is the finite element calculation value of the experimental sample; is the average value of the finite element calculation values ​​of all experimental samples; Goodness of fit coefficient R 2 The result interval is [0,1]. When the calculated goodness of fit coefficient is close to 1, the regression accuracy of the response surface equation is high.

6. The safety assessment method for high-piled wharf based on response surface methodology according to claim 1 is characterized in that: When performing step S7, by setting the target variable to the relative error between the finite element calculation results and the on-site monitoring results, the component response surface equation is used to find the experimental combination with the error closest to 0 within a fixed interval. The parameter values ​​of this experimental combination are used as the parameter values ​​for correcting the three-dimensional finite element model.

7. The method for evaluating the structural safety of a high-piled wharf based on the response surface methodology according to claim 1 is characterized in that: When performing step S8, based on the revised three-dimensional finite element model as the evaluation benchmark, the force at the actual measuring point position is set as the input parameter variable, and the three-dimensional finite element model that has been revised and determined as the benchmark is used to perform calculations to obtain the maximum force values ​​of the piles and beam components of the high-pile wharf as output parameters. Then, based on the design values ​​of the piles and beam components of the high-pile wharf under the ultimate bearing capacity state in the relevant specifications, it is used as a safety threshold. Then, by comparing each output parameter with its corresponding safety threshold one by one, it is determined whether the high-pile wharf structure has a safety risk under specific load conditions. The high-pile wharf structure is determined to be safe if and only if all calculated maximum force values ​​do not exceed the corresponding safety threshold. Otherwise, it is judged that there is a safety risk in the high-pile wharf structure, and further analysis and corresponding reinforcement measures are required.

8. The method for evaluating the structural safety of a high-piled wharf based on the response surface methodology according to claim 7 is characterized in that: When performing step S8, the calculation results of the three-dimensional finite element model and the measured results are summarized, and then the safety assessment function equation of the following formula (2) is established by the response surface method: （2） In the above formula (2), F1, F2, F3, ... are the measured values ​​of the actual measuring points; σ1, σ2, σ3, ... are the calculated values ​​of the three-dimensional finite element model of the key positions of the high-pile wharf; The safety of the high-pile wharf structure is determined by comparing the calculated values ​​σ1, σ2, σ3, ... of the three-dimensional finite element model with the safety threshold.

Images