Design method of fender pile foundation protection damping holes under influence of foundation pit blasting

Abstract

The invention belongs to the field of engineering construction, and relates to a design method of a fender post foundation protection damping hole under the influence of foundation pit blasting, which comprises the following steps: 1) acquiring engineering parameters influencing the damping hole; (2) according to the engineering parameters which influence the vibration reduction holes and are obtained in the step (1), the blasting vibration velocity safety criterion of the fender pile foundation is calculated; 3) establishing and verifying an actual engineering numerical model; and (4) substituting the safety criterion of the blasting vibration velocity of the fender post foundation obtained in the step (2) into the actual engineering numerical model obtained in the step (3) to obtain a design scheme of the fender post foundation protection vibration reduction hole under the influence of foundation pit blasting. According to the design method for the damping holes for protecting the fender post foundation under the influence of foundation pit blasting, the damping holes can be scientifically made, the optimal damping effect can be achieved, and the safety and efficiency of foundation pit blasting construction can be ensured.

Description

Technical Field

[0001] The invention belongs to the field of engineering construction, and relates to a design method for protecting vibration reduction holes, and in particular to a design method for protecting vibration reduction holes of retaining pile foundations under the influence of foundation pit blasting. Background Art

[0002] Excavation blasting projects involve many complex links such as engineering geology, hydrogeology, structure, and slope, and their safety has attracted much attention. During the excavation blasting process, vibration loads can easily affect the retaining pile foundation structure, which may cause structural damage and affect construction safety. Therefore, how to effectively reduce the impact of blasting vibration on the retaining pile foundation has become an urgent problem to be solved. At present, common methods for vibration reduction in foundation pit blasting include active vibration reduction and passive vibration reduction. The active vibration reduction method mainly controls the blasting vibration intensity by optimizing the blasting scheme, such as using delayed blasting and reducing the maximum single-stage charge. The passive vibration reduction method mainly reduces the harm by accelerating the dissipation of blasting vibration energy, such as setting vibration reduction holes and vibration reduction trenches. Among them, the vibration reduction hole method is widely used because of its simple construction and significant effect. However, most of the existing vibration reduction hole design methods rely on experience and lack scientific and systematic theoretical guidance. The selection of parameters such as the diameter, depth, spacing, and number of rows of vibration reduction holes is often based on the experience and judgment of engineers, and it is difficult to ensure the best vibration reduction effect. Therefore, there is an urgent need for a vibration reduction hole design method based on scientific calculation, which can accurately determine the parameters of the vibration reduction holes according to specific engineering conditions to achieve the best vibration reduction effect and ensure the safety and efficiency of foundation pit blasting construction. Summary of the invention

[0003] In order to solve the above technical problems existing in the background technology, the present invention provides a design method for vibration reduction holes for retaining pile foundation protection under the influence of foundation pit blasting, which can scientifically formulate vibration reduction holes, achieve the best vibration reduction effect and ensure the safety and efficiency of foundation pit blasting construction.

[0004] In order to achieve the above object, the present invention adopts the following technical solution:

[0005] A method for designing vibration-damping holes for pile foundation protection under the influence of foundation pit blasting, characterized in that the method for designing vibration-damping holes for pile foundation protection under the influence of foundation pit blasting comprises the following steps:

[0006] 1) Obtain the engineering parameters that affect the vibration reduction holes;

[0007] 2) Calculating the safety criterion of the blasting vibration velocity of the retaining pile foundation according to the engineering parameters affecting the vibration reduction hole obtained in step 1);

[0008] 3) Establish and verify actual engineering numerical models;

[0009] 4) Substitute the retaining pile foundation blasting vibration speed safety criterion obtained in step 2) into the actual engineering numerical model obtained in step 3) to obtain the design scheme of the retaining pile foundation protection vibration reduction holes under the influence of foundation pit blasting.

[0010] Preferably, the engineering parameters affecting the vibration damping holes in step 1) adopted in the present invention include the mechanical parameters of the retaining pile foundation material, the size and burial depth of the retaining pile foundation, the foundation pit blasting parameters, the foundation pit engineering overview, and the blasting vibration velocity collected at the monitoring point on the retaining pile foundation of the step blasting surface.

[0011] Preferably, the mechanical parameters of the retaining pile foundation material adopted in the present invention include static compressive strength, static tensile strength, static elastic modulus, density and Poisson's ratio; the retaining pile foundation size and burial depth are the diameter of the retaining pile foundation and the depth from the ground; the foundation pit blasting parameters include blasthole depth, blasthole spacing, blasthole row spacing, step blasting height and blast center distance; the blast center distance is the distance from the foundation pit retaining pile foundation structure to the center of the blast hole; the foundation pit engineering overview includes site stratigraphic information and excavation size, and the stratigraphic information is the stratigraphic division and mechanical parameters of the excavated rock and soil body.

[0012] Preferably, the specific implementation of step 2) adopted in the present invention is:

[0013] 2.1) Calculate the propagation speed of P waves and S waves based on the mechanical parameters of the retaining pile foundation materials;

[0014] 2.2) Calculating the stress wave incident angle and reflection angle proportionality coefficient based on the results obtained in step 2.1);

[0015] 2.3) Based on the result of step 2.2), the incident angle and reflection angle of the stress wave when the blasting stress wave propagates from the blasting center area to the surrounding pile foundation structure are calculated;

[0016] 2.4) Based on the results of step 2.3), respectively calculate the stress generated by the incident P wave and its reflected wave when the P wave is incident, and the stress generated by the incident S wave and its reflected wave when the S wave is incident;

[0017] 2.5) Based on the results of step 2.4), calculate the normal stress generated on the shear sliding surface under the action of P waves and the normal stress generated on the shear sliding surface under the action of S waves;

[0018] 2.6) Calculate the dynamic tensile strength, dynamic elastic modulus and ultimate shear stress strength of the retaining pile foundation based on the results of step 2.5);

[0019] 2.7) Based on the result of step 2.6), the safety criterion for the blasting vibration velocity of the retaining pile foundation is calculated, wherein the safety criterion for the blasting vibration velocity of the retaining pile foundation includes the safe vibration velocity propagated from the blasting center area to the retaining pile foundation under the action of P waves, which is determined by the ultimate tensile stress strength criterion and the ultimate shear stress strength criterion, and the safe vibration velocity propagated from the blasting center area to the retaining pile foundation ....

[0020] Preferably, the calculation method of the P wave propagation velocity and the S wave propagation velocity in step 2.1) adopted by the present invention is:

[0021]

[0022] Where:

[0023] c P is the longitudinal wave propagation speed;

[0024] c S is the shear wave propagation speed;

[0025] E d is the dynamic elastic modulus;

[0026] μ is Poisson’s ratio;

[0027] ρ is the density;

[0028] The calculation method of the proportionality coefficient of the stress wave incident angle and reflection angle in 2.2) is:

[0029]

[0030] in:

[0031] α is the angle of incidence of the longitudinal wave and the angle of reflection of the reflected longitudinal wave;

[0032] β is the reflection angle of the reflected shear wave;

[0033] c P is the longitudinal wave propagation speed;

[0034] c S is the shear wave propagation speed;

[0035] μ is Poisson’s ratio;

[0036] In step 2.4), the calculation method of the stress generated by the incident P wave and its reflected wave when the P wave is incident and the stress generated by the incident S wave and its reflected wave when the S wave is incident is:

[0037]

[0038] in:

[0039] σ piand σ pr They are the stresses generated by the incident longitudinal wave and its reflected wave when the longitudinal wave is incident;

[0040] τ si and σ sr They are the stresses generated by the incident shear wave and its reflected wave when the shear wave is incident;

[0041] R0 is the reflection coefficient of the stress wave;

[0042] β is the reflection angle of the reflected shear wave;

[0043] α is the angle of incidence of the longitudinal wave and the angle of reflection of the reflected longitudinal wave;

[0044] τ sr It is the stress generated by the incident shear wave and the reflected wave when the shear wave is incident;

[0045] τ pr It is the stress generated by the incident longitudinal wave and the reflected wave when the longitudinal wave is incident;

[0046] The calculation method of the normal stress generated on the shear sliding surface under the action of P waves and the normal stress generated on the shear sliding surface under the action of S waves in step 2.5) is:

[0047]

[0048] in:

[0049] σ p is the normal stress generated on the shear sliding surface under the action of P wave;

[0050] σ s is the normal stress generated on the shear sliding surface under the action of S wave;

[0051] σ pi and σ pr They are the stresses generated by the incident longitudinal wave and its reflected wave when the longitudinal wave is incident;

[0052] τ si and σ sr They are the stresses generated by the incident shear wave and its reflected wave when the shear wave is incident;

[0053] β is the reflection angle of the reflected shear wave;

[0054] α is the angle of incidence of the longitudinal wave and the angle of reflection of the reflected longitudinal wave;

[0055] R0 is the reflection coefficient of the stress wave;

[0056] The calculation method of the dynamic tensile strength, dynamic elastic modulus and ultimate shear stress strength of the retaining pile foundation in step 2.6) is:

[0057]

[0058] in:

[0059] σ t0 is the static tensile strength of the retaining pile material;

[0060] [σ t ] is the ultimate tensile stress strength of the retaining pile material;

[0061] [τ] is the ultimate shear stress strength of the retaining pile material;

[0062] is the dynamic strength improvement coefficient;

[0063] φ is the internal friction angle;

[0064] σ is the normal stress;

[0065] σ c is for compressive strength;

[0066] The calculation method of the safe vibration speed determined by the ultimate tensile stress strength criterion and the ultimate shear stress strength criterion under the action of P waves and the safe vibration speed determined by the ultimate tensile stress strength criterion and the ultimate shear stress strength criterion under the action of S waves in step 2.7) is:

[0067]

[0068] in:

[0069] v p (σ) and v p (τ) are the safe vibration velocities determined by the ultimate tensile stress strength criterion and the ultimate shear stress strength criterion under the action of P waves;

[0070] v s (σ) and v s (τ) are the safe vibration velocities determined by the ultimate tensile stress strength criterion and the ultimate shear stress strength criterion under the action of S waves;

[0071] [σ t ] is the ultimate tensile stress strength of the retaining pile material;

[0072] β is the reflection angle of the reflected shear wave;

[0073] α is the angle of incidence of the longitudinal wave and the angle of reflection of the reflected longitudinal wave;

[0074] μ is Poisson’s ratio;

[0075] E d is the dynamic elastic modulus;

[0076] ρ is the density.

[0077] Preferably, the specific implementation method of step 3) adopted by the present invention is:

[0078] 3.1) Collect the parameters of the vibration reduction holes;

[0079] 3.2) Obtaining vibration reduction data corresponding to the vibration reduction hole parameters;

[0080] 3.3) constructing a primary practical engineering numerical model based on the vibration reduction data obtained in step 3.2);

[0081] 3.4) Using the blasting vibration velocity collected at the monitoring point on the pile foundation of the step blasting surface among the engineering parameters affecting the vibration reduction holes obtained in step 1) as a reference, the primary actual engineering numerical model obtained in step 3.3) is verified;

[0082] 3.5) Using the control variable method to assign vibration reduction hole parameters, repeat step 3.2) to obtain vibration reduction measured data corresponding to different vibration reduction hole parameters;

[0083] 3.6) The vibration reduction measured data corresponding to the different vibration reduction hole parameters obtained in step 3.5) are used to train the model obtained in step 3.4), and finally an actual engineering numerical model is obtained.

[0084] Preferably, the vibration reduction hole parameters in step 3.1) adopted in the present invention include the diameter of the vibration reduction holes, the hole spacing of the vibration reduction holes, the depth of the vibration reduction holes and the number of rows of the vibration reduction holes.

[0085] A system for implementing the design method of vibration reduction holes for pile foundation protection under the influence of foundation pit blasting as described above, characterized in that the system comprises:

[0086] A parameter acquisition module for acquiring engineering parameters affecting the vibration reduction hole;

[0087] A calculation module for calculating the engineering parameters affecting the vibration reduction holes obtained by the parameter acquisition module and obtaining a safety criterion for the vibration velocity of the retaining pile foundation blasting;

[0088] A processing module for establishing and verifying the actual engineering numerical model, and for comparing and analyzing the safety criterion of the blasting vibration velocity of the retaining pile foundation calculated by the calculation module with the actual engineering numerical model to obtain the design scheme of the vibration reduction holes for the retaining pile foundation under the influence of foundation pit blasting;

[0089] The parameter acquisition module and the calculation module are respectively connected to the processing module.

[0090] Preferably, the calculation module adopted by the present invention calculates the propagation speed of P waves and S waves, the proportional coefficient of the incident angle and reflection angle of stress waves, the incident angle and reflection angle of stress waves when the blasting stress wave propagates from the blasting center area to the retaining pile foundation structure, the stress generated by the incident P wave and its reflected wave when the P wave is incident, the stress generated by the incident S wave and its reflected wave when the S wave is incident, the normal stress generated on the shear sliding surface under the action of the P wave and the normal stress generated on the shear sliding surface under the action of the S wave, the dynamic tensile strength, dynamic elastic modulus and ultimate shear stress intensity of the retaining pile foundation, the safe vibration velocity determined by the ultimate tensile stress strength criterion and the ultimate shear stress strength criterion under the action of the P wave propagating from the blasting center area to the retaining pile foundation, and the safe vibration velocity determined by the ultimate tensile stress strength criterion and the ultimate shear stress strength criterion under the action of the S wave.

[0091] A readable storage medium or memory, characterized in that the readable storage medium or memory is recorded with the design method of vibration reduction holes for retaining pile foundations under the influence of foundation pit blasting as recorded above.

[0092] The beneficial effects of the present invention are:

[0093] The present invention provides a design method, system, equipment and medium for vibration reduction holes for retaining pile foundation under the influence of foundation pit blasting, and relates to the field of vibration reduction hole scheme design and retaining pile foundation safety protection technology. The method comprises obtaining first information, second information, third information and fourth information; calculating according to the strength and size of the retaining pile foundation material, the second information and the third information, obtaining fifth information, and the fifth information comprises obtaining the safety criterion of vibration velocity of the retaining pile foundation under the action of P wave and S wave; establishing a numerical model and calculating according to the foundation pit blasting parameters, the third information and the fourth information, obtaining sixth information, and the sixth information comprises the attenuation law of vibration velocity of vibration reduction hole parameters under actual working condition blasting; calculating according to the fifth information and the sixth information, obtaining seventh information, and the seventh information is a vibration reduction hole scheme designed according to different foundation pit blasting conditions. The method can determine the vibration reduction hole scheme with the maximum vibration reduction effect and simple and economical construction according to different actual working conditions, and effectively protect the retaining pile foundation structure around the foundation pit. The invention obtains the safety criterion of the blasting vibration velocity of the foundation pit retaining pile foundation through theoretical calculation, establishes a numerical model to analyze the influence of the vibration reduction hole parameters on the vibration reduction effect, designs the vibration reduction hole scheme according to the actual engineering, and establishes a numerical model to verify the vibration reduction effect. BRIEF DESCRIPTION OF THE DRAWINGS

[0094] Figure 1 It is a schematic flow chart of a design method for a vibration reduction hole for a retaining pile foundation under the influence of foundation pit blasting provided by the present invention;

[0095] Figure 2 It is a schematic diagram of the incident blasting stress wave of the present invention;

[0096] Figure 3 It is a schematic diagram of the numerical model of the present invention;

[0097] Figure 4 is a schematic diagram of the device structure in an embodiment of the present invention;

[0098] In the figure:

[0099] 1-Blasthole center, 2-Supporting pile foundation, 3-Vibration reduction hole, 4-Stratum. DETAILED DESCRIPTION

[0100] See also Figure 1 The present invention provides a design method for vibration reduction holes for pile foundation protection under the influence of foundation pit blasting, and the method includes the following specific contents:

[0101] Obtaining (engineering geological data, blasting construction plan, retaining pile design plan and monitoring instrument collection) first information, second information, third information and fourth information, the first information includes mechanical parameters of retaining pile foundation materials, retaining pile foundation size and burial depth, the mechanical parameters of retaining pile foundation materials include static compressive strength, static tensile strength, static elastic modulus, density and Poisson's ratio, the retaining pile foundation size and burial depth are the diameter of the retaining pile foundation and the depth from the ground, the second information is the foundation pit blasting parameters including blasthole depth, blasthole spacing, blasthole row spacing, step blasting height and blast center distance, the blast center distance is the distance from the foundation pit retaining pile foundation structure to the blasthole center, the third information is the foundation pit engineering overview including site stratum information and excavation size, the stratum information is the stratum division and mechanical parameters of the excavated rock and soil body, the fourth information is the blasting vibration velocity collected by the monitoring point on the retaining pile foundation of the step blasting surface;

[0102] The fourteenth information is obtained by calculating the mechanical parameters of the retaining pile foundation material and the retaining pile foundation size (the retaining pile size includes height and diameter), the second information and the third information. The fourteenth information includes a safety criterion for the vibration velocity of the retaining pile foundation under the action of P waves and S waves.

[0103] According to the foundation pit blasting parameters and the foundation pit engineering overview (the engineering overview of the foundation pit blasting, including the blasting plan, geological data and the design plan of the retaining piles), the third information and the fourth information are established (established and calculated using ANSYS / LS-DYNA numerical simulation software) and the numerical model is calculated (using ANSYS calculation model, the vibration velocity of each node in the model can be obtained, and then the attenuation law of the vibration velocity can be analyzed), and the fifteenth information is obtained. The fifteenth information includes the attenuation law of the vibration velocity of the blasting by the vibration reduction hole parameters under the actual working condition blasting;

[0104] According to the calculation of the fourteenth and fifteenth information (to study blasting dynamics, ANSYS numerical simulation software will be used), the sixteenth information is obtained. The sixteenth information is a vibration reduction hole scheme designed according to different foundation pit blasting conditions (the specific scheme is designed according to the calculation results of the working condition modeling of different projects (including the aperture, hole depth, hole spacing, and number of rows of the vibration reduction holes)).

[0105] The system for designing vibration-damping holes for retaining pile foundations under the influence of foundation pit blasting is characterized in that it includes: an acquisition module for acquiring first information, second information, third information and fourth information, wherein the first information includes mechanical parameters of retaining pile foundation materials, retaining pile foundation dimensions and burial depth, the mechanical parameters of retaining pile foundation materials include static compressive strength, static tensile strength, static elastic modulus, density and Poisson's ratio, the retaining pile foundation dimensions and burial depth are the diameter of the retaining pile foundation and the depth from the ground, the second information is the foundation pit blasting parameters including blast hole depth, blast hole spacing, blast hole row spacing, step blasting height and blast center distance, the blast center distance is the distance from the foundation pit retaining pile foundation structure to the blast hole center, the third information is the foundation pit engineering overview including site stratum information and excavation dimensions, the stratum information is the stratum division and mechanical parameters of the excavated rock and soil body, and the fourth information is the blasting vibration velocity collected by the monitoring point on the retaining pile foundation of the step blasting surface;

[0106] The first calculation module is used to calculate and obtain the propagation speeds of P waves and S waves according to the first information; and calculate the proportionality coefficient of the stress wave incident angle and reflection angle according to the eighth information.

[0107] The second calculation module is used to calculate according to the first information and the ninth information to obtain the incident angle and reflection angle of the stress wave when the blasting stress wave propagates from the blasting center area to the surrounding pile foundation structure.

[0108] The third calculation module is used to calculate according to the first information and the tenth information to obtain the stress generated by the incident P wave and its reflected wave when the P wave is incident, and the stress generated by the incident S wave and its reflected wave when the S wave is incident.

[0109] The fourth calculation module calculates according to the tenth information and the eleventh information to obtain the normal stress generated on the shear sliding surface under the action of the P wave and the normal stress generated on the shear sliding surface under the action of the S wave.

[0110] The fifth calculation module calculates according to the first information to the twelfth information to obtain the dynamic tensile strength, dynamic elastic modulus and ultimate shear stress strength of the retaining pile foundation.

[0111] The sixth calculation module obtains the safe vibration velocity propagated from the blasting center area to the retaining pile foundation, which is determined by the ultimate tensile stress strength criterion and the ultimate shear stress strength criterion under the action of P waves, and the safe vibration velocity determined by the ultimate tensile stress strength criterion and the ultimate shear stress strength criterion under the action of S waves.

[0112] In the first processing module, a vibration reduction hole scheme is designed according to the rules obtained by calculation, and a numerical model is established for verification.

[0113] A device for designing vibration-damping holes for retaining pile foundations under the influence of foundation pit blasting comprises: a memory for storing a computer program; and a processor for implementing the steps of the method for designing vibration-damping holes for retaining pile foundations under the influence of foundation pit blasting as described above when executing the computer program.

[0114] The device includes a memory and a processor. The memory is used to store a computer program, perform a large number of parameter combinations to calculate the vibration reduction rate, and use artificial intelligence training data to obtain a large model of the relationship between the vibration reduction rate and the diameter, hole spacing, hole depth and number of rows of vibration reduction holes. The processor is used to implement the steps of the above-mentioned method for designing vibration reduction holes for retaining pile foundation protection under the influence of foundation pit blasting when executing the computer program.

[0115] The readable storage medium is characterized in that a computer program is stored on the readable storage medium, and when the computer program is executed by a processor, steps such as a method for designing vibration-damping holes for retaining pile foundations under the influence of foundation pit blasting are implemented.

[0116] In order to design a vibration reduction hole scheme for the retaining pile foundation under the influence of foundation pit blasting for each actual project, the present invention provides a method, system, equipment and medium for designing vibration reduction holes for the retaining pile foundation under the influence of foundation pit blasting. The method includes: the present invention obtains the safety criterion of the vibration velocity of the retaining pile foundation blasting through theoretical calculation; establishes a numerical model to analyze the influence of the vibration reduction hole parameters on the vibration reduction effect; designs the vibration reduction hole scheme according to the actual project, and establishes a numerical model to verify the vibration reduction effect.

[0117] The technical solution of the present invention is further described in detail below through the accompanying drawings and specific embodiments.

[0118] Embodiment 1

[0119] This embodiment provides a design method for protecting vibration reduction holes of retaining pile foundation under the influence of foundation pit blasting. The process is as follows: Figure 1 As shown, the method includes step S1, step S2, step S3 and step S4:

[0120] Step S1: Obtain the first information, the second information, the third information and the fourth information. The first information includes the mechanical parameters of the retaining pile foundation materials, the retaining pile foundation size and the buried depth; wherein the mechanical parameters of the retaining pile foundation materials include static compressive strength, static tensile strength, static elastic modulus, density and Poisson's ratio; the retaining pile foundation size and buried depth are the diameter of the retaining pile foundation and the depth from the ground. The second information is the foundation pit blasting parameters including blast hole depth, blast hole spacing, blast hole row spacing, step blasting height and blast center distance. The blast center distance is the distance from the foundation pit retaining pile foundation structure to the center of the blast hole. The third information is the foundation pit engineering overview including the site stratigraphic information and excavation size. The stratigraphic information is the stratigraphic division and mechanical parameters of the excavated rock and soil body. The fourth information is the blasting vibration velocity collected by the monitoring point on the step blasting surface retaining pile foundation.

[0121] Step S2: Calculate the safety criterion of the blasting vibration velocity of the retaining pile foundation

[0122] Step S21: Calculate the mechanical parameters of the pile foundation material including static compressive strength, static tensile strength, static elastic modulus, density and Poisson's ratio according to the first information to obtain the eighth information, which includes the propagation speed of P wave and S wave.

[0123]

[0124] Where: c P is the longitudinal wave propagation speed; c S is the shear wave propagation speed; E d is the dynamic elastic modulus, which is obtained by empirical method or experimental method. According to the empirical method, the dynamic elastic modulus is generally 1.2 times of the static elastic modulus based on the characteristics of concrete materials, and the dynamic elastic modulus of C35 concrete is deduced; the experimental method is to use ultrasonic testing equipment to test the test blocks made of retaining pile foundation materials, and then calculate the dynamic elastic modulus; μ is Poisson's ratio; ρ is density;

[0125] Calculate and obtain ninth information based on the eighth information. The ninth information includes a proportional coefficient of the incident angle and the reflection angle of the stress wave. When the incident wave is a longitudinal wave, the incident angle of the longitudinal wave is α. According to the Snell law of optics, the longitudinal wave is reflected by the free surface, and the reflection angle of the reflected longitudinal wave is also α, while the reflection angle of the reflected transverse wave is β.

[0126]

[0127] Step S22: Calculate the proportional coefficient of the incident angle and reflection angle of the stress wave according to the first information of the buried depth of the retaining pile foundation, the second information of the blasthole depth, and the ninth information of the stress wave, and obtain the tenth information. The tenth information is the incident angle and reflection angle of the stress wave when the blasting stress wave propagates from the blasting center area to the retaining pile foundation structure. Figure 2(It is the process of the seismic wave generated by the blasthole incident on the retaining pile, where the reference numeral 1 refers to the blasthole; the reference numeral 2 refers to the retaining pile; α is the incident angle) The blasthole position and the retaining pile position determine the incident angle, and the reflection angle is calculated based on the proportional coefficient. It should be noted that the incident angle and the reflection angle both refer to a range. The range calculation method of the incident angle is solved using trigonometric functions. Figure 2 The range of the incident angle can be solved by knowing the depth of the blasthole and the distance between the retaining pile and the blasthole. The range of the reflection angle is obtained by combining the range of the incident angle and the calculation method of the proportional coefficient of the stress wave incident angle and the reflection angle.

[0128] Step S23: The eleventh information is obtained based on the tensile strength, elastic modulus and shear stress intensity of the retaining pile foundation material of the first information and the incident angle and reflection angle of the stress wave when the blasting stress wave propagates from the blasting center area to the retaining pile foundation structure of the tenth information. The eleventh information is the stress generated by the incident P wave and its reflected wave when the P wave is incident, and the stress generated by the incident S wave and its reflected wave when the S wave is incident.

[0129]

[0130] Where: pi and σ pr are the stresses generated by the incident longitudinal wave and its reflected wave when the longitudinal wave is incident; τ si and σ sr are the stresses generated by the incident shear wave and its reflected wave when the shear wave is incident, and R0 is the reflection coefficient of the stress wave

[0131] Step S24: Calculate the incident angle and reflection angle of the stress wave when the blasting stress wave propagates from the blasting center area to the retaining pile foundation structure according to the tenth information, as well as the stress generated by the incident P wave and its reflected wave when the P wave is incident, and the stress generated by the incident S wave and its reflected wave when the S wave is incident as recorded in the eleventh information, to obtain the twelfth information, which is the normal stress generated on the shear sliding surface under the action of the P wave and the normal stress generated on the shear sliding surface under the action of the S wave.

[0132]

[0133] Where σ p is the normal stress generated on the shear sliding surface under the action of P wave; σ s is the normal stress generated on the shear sliding surface under the action of S wave

[0134] Step S25: Calculate and obtain thirteenth information based on the static tensile strength, static elastic modulus, density and Poisson's ratio of the retaining pile foundation material of the first information, the second information to the twelfth information, and the thirteenth information includes the dynamic tensile strength, dynamic elastic modulus and ultimate shear stress strength of the retaining pile foundation;

[0135]

[0136] in:

[0137] σ t0 is the static tensile strength of the retaining pile material, [σ t ] is the ultimate tensile stress strength of the retaining pile material, [τ] is the ultimate shear stress strength of the retaining pile material, To improve the coefficient of dynamic strength;

[0138] Step S26: Obtain the fourteenth information, which includes the safe vibration velocity propagated from the blasting center area to the retaining pile foundation, which is determined by the ultimate tensile stress strength criterion and the ultimate shear stress strength criterion under the action of P waves, and the safe vibration velocity determined by the ultimate tensile stress strength criterion and the ultimate shear stress strength criterion under the action of S waves.

[0139]

[0140] Where v p(σ) and v p(τ) are the safe vibration velocities determined by the ultimate tensile stress strength criterion and the ultimate shear stress strength criterion under the action of P waves; v s(σ) and v s(τ) are the safe vibration speeds determined by the ultimate tensile stress strength criterion and the ultimate shear stress strength criterion under the action of S waves.

[0141] Step S3: obtaining fifteenth information, the fifteenth information including the influence of the vibration reduction hole parameters on the vibration reduction effect, the influence of the vibration reduction hole parameters on the vibration reduction effect is achieved by establishing an actual engineering numerical model, such as Figure 3 As shown in the figure (1 is the blasthole, 2 is the retaining pile, 3 is the vibration reduction hole, and 4 is the stratum), the blasting vibration velocity collected at the fourth information monitoring point is used as a reference benchmark to verify the reliability of the numerical model, and the influence of the diameter, hole spacing, hole depth and number of rows of the vibration reduction holes on the vibration reduction effect is analyzed.

[0142] The control variable method is used to design the calculation scheme for the combination of vibration reduction hole parameters, and the influence of each parameter on the vibration reduction effect is calculated and analyzed: the vibration reduction effect of the vibration reduction hole is correlated with the hole diameter, hole depth, hole spacing and number of rows of the vibration reduction hole, among which the hole depth, hole spacing and number of rows of the vibration reduction hole have a greater impact on the vibration reduction effect, while the hole diameter of the vibration reduction hole has a smaller impact on the vibration reduction effect. The vibration reduction effect will be fully exerted when the depth of the vibration reduction hole is greater than the depth of the blast hole. A large number of parameter combinations are performed to calculate the vibration reduction rate, and artificial intelligence training data is used to obtain a large model of the relationship between the vibration reduction rate and the hole diameter, hole spacing, hole depth and number of rows of the vibration reduction hole.

[0143] Step S4: Design a vibration reduction hole scheme according to the actual project situation and verify whether it can achieve the purpose of protecting the foundation pit retaining pile foundation structure. The scheme is determined by the influence of the diameter, hole spacing, hole depth and number of rows of the vibration reduction holes on the vibration reduction effect and the actual foundation pit excavation blasting step surface. After the numerical model of the vibration reduction hole scheme is established, the vibration velocity is obtained by selecting the monitoring points on the retaining pile foundation, and compared with the vibration velocity safety criterion of the retaining pile foundation structure calculated by the fourteenth information.

[0144] See also Figure 4 , is a block diagram of a design device 400 for retaining pile foundation protection and vibration reduction holes under the influence of foundation pit blasting according to an exemplary embodiment. Figure 4As shown, the device 400 for designing vibration-damping holes for retaining pile foundation protection under the influence of foundation pit blasting may include: a processor 401, a memory 402. The device 400 for designing vibration-damping holes for retaining pile foundation protection under the influence of foundation pit blasting may also include one or more of a multimedia component 403, an I / O interface 404, and a communication component 405. Among them, the processor 401 is used to control the overall operation of the device 400 for designing vibration-damping holes for retaining pile foundation protection under the influence of foundation pit blasting to complete all or part of the steps in the above-mentioned method for designing vibration-damping holes for retaining pile foundation protection under the influence of foundation pit blasting. The memory 402 is used to store various types of data to support the operation of the device 400 for designing vibration-damping holes for retaining pile foundation protection under the influence of foundation pit blasting, and these data may include, for example, instructions for any application or method for operating on the device 400 for designing vibration-damping holes for retaining pile foundation protection under the influence of foundation pit blasting, as well as application-related data, such as contact data, sent and received messages, pictures, audio, video, etc. The memory 402 can be implemented by any type of volatile or non-volatile storage device or a combination thereof, such as static random access memory (SRAM), electrically erasable programmable read-only memory (EEPROM), erasable programmable read-only memory (EPROM), programmable read-only memory (PROM), read-only memory (ROM), magnetic memory, flash memory, disk or optical disk. The multimedia component 403 may include a screen and an audio component. The screen may be, for example, a touch screen, and the audio component is used to output and / or input audio signals. For example, the audio component may include a microphone for receiving external audio signals. The received audio signal may be further stored in the memory 402 or sent via the communication component 405. The audio component also includes at least one speaker for outputting audio signals. The I / O interface 404 provides an interface between the processor 401 and other interface modules, which may be keyboards, mice, buttons, etc. These buttons may be virtual buttons or physical buttons. The communication component 405 is used for wired or wireless communication between the device 400 for designing vibration reduction holes for retaining pile foundation protection under the influence of foundation pit blasting and other devices.Wireless communication, such as Wi-Fi, Bluetooth, Near Field Communication (NFC), 2G, 3G or 4G, or a combination of one or more of them, so the corresponding communication component 405 may include: Wi-Fi module, Bluetooth module, NFC module.

[0145] In an exemplary embodiment, the vibration reduction hole design device 400 for the retaining pile foundation protection under the influence of foundation pit blasting can be implemented by one or more application specific integrated circuits (Application Specific Integrated Circuit, referred to as ASIC), digital signal processors (Digital Signal Processor, referred to as DSP), digital signal processing devices (Digital Signal Processing Device, referred to as DSPD), programmable logic devices (Programmable Logic Device, referred to as PLD), field programmable gate arrays (Field Programmable Gate Array, referred to as FPGA), controllers, microcontrollers, microprocessors or other electronic components, and is used to execute the above-mentioned vibration reduction hole design method for the retaining pile foundation protection under the influence of foundation pit blasting.

[0146] In another exemplary embodiment, a computer-readable storage medium including program instructions is also provided, and when the program instructions are executed by a processor, the steps of the above-mentioned method for designing vibration-damping holes for retaining pile foundation protection under the influence of foundation pit blasting are implemented. For example, the computer-readable storage medium may be the above-mentioned memory 402 including program instructions, and the above-mentioned program instructions may be executed by the processor 401 of the device 400 for designing vibration-damping holes for retaining pile foundation protection under the influence of foundation pit blasting to complete the above-mentioned method for designing vibration-damping holes for retaining pile foundation protection under the influence of foundation pit blasting.

[0147] Corresponding to the above method embodiment, a readable storage medium is also provided in this embodiment, and the readable storage medium described below can correspond to the method for designing vibration-damping holes for retaining pile foundations under the influence of foundation pit blasting described above. A readable storage medium, on which a computer program is stored, and when the computer program is executed by a processor, the steps of the method for designing vibration-damping holes for retaining pile foundations under the influence of foundation pit blasting of the above method embodiment are implemented. The readable storage medium can specifically be a U disk, a mobile hard disk, a read-only memory (ROM), a random access memory (RAM), a magnetic disk or an optical disk, and other readable storage media that can store program codes.

Claims

1. A design method for vibration reduction holes for pile foundation protection under the influence of foundation pit blasting, characterized by: The design method of the vibration reduction hole for the retaining pile foundation under the influence of foundation pit blasting comprises the following steps: 1) Obtain the engineering parameters that affect the vibration reduction holes; 2) Calculating the safety criterion of the blasting vibration velocity of the retaining pile foundation according to the engineering parameters affecting the vibration reduction hole obtained in step 1); 3) Establish and verify actual engineering numerical models; 4) Substitute the retaining pile foundation blasting vibration speed safety criterion obtained in step 2) into the actual engineering numerical model obtained in step 3) to obtain the design scheme of the retaining pile foundation protection vibration reduction holes under the influence of foundation pit blasting.

2. The design method for vibration reduction holes for pile foundation protection under the influence of foundation pit blasting according to claim 1 is characterized by: The engineering parameters affecting the vibration reduction holes in step 1) include mechanical parameters of the retaining pile foundation material, retaining pile foundation size and burial depth, foundation pit blasting parameters, foundation pit engineering overview, and blasting vibration velocity collected from monitoring points on the retaining pile foundation of the step blasting surface.

3. The design method for vibration reduction holes for pile foundation protection under the influence of foundation pit blasting according to claim 2 is characterized by: The mechanical parameters of the retaining pile foundation material include static compressive strength, static tensile strength, static elastic modulus, density and Poisson's ratio; the retaining pile foundation size and burial depth are the diameter of the retaining pile foundation and the depth from the ground; the foundation pit blasting parameters include blast hole depth, blast hole spacing, blast hole row spacing, step blasting height and blast center distance; the blast center distance is the distance from the foundation pit retaining pile foundation structure to the center of the blast hole; the foundation pit engineering overview includes site stratigraphic information and excavation size, and the stratigraphic information is the stratigraphic division and mechanical parameters of the excavated rock and soil body.

4. The design method for vibration reduction holes for pile foundation protection under the influence of foundation pit blasting according to claim 3 is characterized by: The specific implementation method of step 2) is: 2.1) Calculate the propagation speed of P waves and S waves based on the mechanical parameters of the retaining pile foundation materials; 2.2) Calculating the stress wave incident angle and reflection angle proportionality coefficient based on the results obtained in step 2.1); 2.3) Based on the result of step 2.2), the incident angle and reflection angle of the stress wave when the blasting stress wave propagates from the blasting center area to the surrounding pile foundation structure are calculated; 2.4) Based on the results of step 2.3), respectively calculate the stress generated by the incident P wave and its reflected wave when the P wave is incident, and the stress generated by the incident S wave and its reflected wave when the S wave is incident; 2.5) Based on the results of step 2.4), calculate the normal stress generated on the shear sliding surface under the action of P waves and the normal stress generated on the shear sliding surface under the action of S waves; 2.6) Calculate the dynamic tensile strength, dynamic elastic modulus and ultimate shear stress strength of the retaining pile foundation based on the results of step 2.5); 2.7) Based on the result of step 2.6), the safety criterion for the blasting vibration velocity of the retaining pile foundation is calculated, wherein the safety criterion for the blasting vibration velocity of the retaining pile foundation includes the safe vibration velocity propagated from the blasting center area to the retaining pile foundation under the action of P waves, which is determined by the ultimate tensile stress strength criterion and the ultimate shear stress strength criterion, and the safe vibration velocity propagated from the blasting center area to the retaining pile foundation ....

5. The design method for vibration reduction holes for pile foundation protection under the influence of foundation pit blasting according to claim 4 is characterized by: The calculation method of the P wave propagation velocity and the S wave propagation velocity in step 2.1) is: Where: c P is the longitudinal wave propagation speed; c S is the shear wave propagation speed; E d is the dynamic elastic modulus; μ is Poisson’s ratio; ρ is the density; The calculation method of the proportionality coefficient of the stress wave incident angle and reflection angle in 2.2) is: in: α is the angle of incidence of the longitudinal wave and the angle of reflection of the reflected longitudinal wave; β is the reflection angle of the reflected shear wave; c P is the longitudinal wave propagation speed; c S is the shear wave propagation speed; μ is Poisson’s ratio; In step 2.4), the calculation method of the stress generated by the incident P wave and its reflected wave when the P wave is incident and the stress generated by the incident S wave and its reflected wave when the S wave is incident is: in: σ pi and σ pr They are the stresses generated by the incident longitudinal wave and its reflected wave when the longitudinal wave is incident; τ si and σ sr They are the stresses generated by the incident shear wave and its reflected wave when the shear wave is incident; R0 is the reflection coefficient of the stress wave; β is the reflection angle of the reflected shear wave; α is the angle of incidence of the longitudinal wave and the angle of reflection of the reflected longitudinal wave; τ sr It is the stress generated by the incident shear wave and the reflected wave when the shear wave is incident; τ pr It is the stress generated by the incident longitudinal wave and the reflected wave when the longitudinal wave is incident; The calculation method of the normal stress generated on the shear sliding surface under the action of P waves and the normal stress generated on the shear sliding surface under the action of S waves in step 2.5) is: in: σ p is the normal stress generated on the shear sliding surface under the action of P wave; σ s is the normal stress generated on the shear sliding surface under the action of S wave; σ pi and σ pr They are the stresses generated by the incident longitudinal wave and its reflected wave when the longitudinal wave is incident; τ si and σ sr They are the stresses generated by the incident shear wave and its reflected wave when the shear wave is incident; β is the reflection angle of the reflected shear wave; α is the angle of incidence of the longitudinal wave and the angle of reflection of the reflected longitudinal wave; R0 is the reflection coefficient of the stress wave; The calculation method of the dynamic tensile strength, dynamic elastic modulus and ultimate shear stress strength of the retaining pile foundation in step 2.6) is: σ t0 is the static tensile strength of the retaining pile material; [σ t ] is the ultimate tensile stress strength of the retaining pile material; [τ] is the ultimate shear stress strength of the retaining pile material; is the dynamic strength improvement coefficient; φ is the internal friction angle; σ is the normal stress; σ c is for compressive strength; The calculation method of the safe vibration speed determined by the ultimate tensile stress strength criterion and the ultimate shear stress strength criterion under the action of P waves and the safe vibration speed determined by the ultimate tensile stress strength criterion and the ultimate shear stress strength criterion under the action of S waves in step 2.7) is: in: v p (σ) and v p (τ) are the safe vibration velocities determined by the ultimate tensile stress strength criterion and the ultimate shear stress strength criterion under the action of P waves; v s (σ) and v s (τ) are the safe vibration velocities determined by the ultimate tensile stress strength criterion and the ultimate shear stress strength criterion under the action of S waves; [σ t ] is the ultimate tensile stress strength of the retaining pile material; β is the reflection angle of the reflected shear wave; α is the angle of incidence of the longitudinal wave and the angle of reflection of the reflected longitudinal wave; μ is Poisson’s ratio; E d is the dynamic elastic modulus; ρ is the density.

6. The method for designing vibration-damping holes for pile foundation protection under the influence of foundation pit blasting according to any one of claims 2 to 5, characterized in that: The specific implementation method of step 3) is: 3.1) Collect the parameters of the vibration reduction holes; 3.2) Obtaining vibration reduction data corresponding to the vibration reduction hole parameters; 3.3) constructing a primary practical engineering numerical model based on the vibration reduction data obtained in step 3.2); 3.4) Using the blasting vibration velocity collected at the monitoring point on the pile foundation of the step blasting surface among the engineering parameters affecting the vibration reduction holes obtained in step 1) as a reference, the primary actual engineering numerical model obtained in step 3.3) is verified; 3.5) Using the control variable method to assign vibration reduction hole parameters, repeat step 3.2) to obtain vibration reduction measured data corresponding to different vibration reduction hole parameters; 3.6) The vibration reduction measured data corresponding to the different vibration reduction hole parameters obtained in step 3.5) are used to train the model obtained in step 3.4), and finally an actual engineering numerical model is obtained.

7. The design method for vibration reduction holes for pile foundation protection under the influence of foundation pit blasting according to claim 6 is characterized by: The vibration reduction hole parameters in step 3.1) include the diameter of the vibration reduction holes, the hole spacing of the vibration reduction holes, the depth of the vibration reduction holes and the number of rows of the vibration reduction holes.

8. A system for implementing the method for designing vibration-damping holes for retaining pile foundations under the influence of foundation pit blasting as described in any one of claims 1 to 7, characterized in that: The system comprises: A parameter acquisition module for acquiring engineering parameters affecting the vibration reduction hole; A calculation module for calculating the engineering parameters affecting the vibration reduction holes obtained by the parameter acquisition module and obtaining a safety criterion for the vibration velocity of the retaining pile foundation blasting; A processing module for establishing and verifying the actual engineering numerical model, and for comparing and analyzing the safety criterion of the blasting vibration velocity of the retaining pile foundation calculated by the calculation module with the actual engineering numerical model to obtain the design scheme of the vibration reduction holes for the retaining pile foundation under the influence of foundation pit blasting; The parameter acquisition module and the calculation module are respectively connected to the processing module.

9. The system according to claim 8, characterized in that: The calculation module calculates the propagation speed of P waves and S waves, the proportional coefficient of the incident angle and reflection angle of stress waves, the incident angle and reflection angle of stress waves when the blasting stress wave propagates from the blasting center area to the retaining pile foundation structure, the stress generated by the incident P wave and its reflected wave when the P wave is incident, the stress generated by the incident S wave and its reflected wave when the S wave is incident, the normal stress generated on the shear sliding surface under the action of the P wave and the normal stress generated on the shear sliding surface under the action of the S wave, the dynamic tensile strength, dynamic elastic modulus and ultimate shear stress intensity of the retaining pile foundation, the safe vibration velocity determined by the ultimate tensile stress intensity criterion and the ultimate shear stress intensity criterion under the action of the P wave propagating from the blasting center area to the retaining pile foundation, and the safe vibration velocity determined by the ultimate tensile stress intensity criterion and the ultimate shear stress intensity criterion under the action of the S wave.

10. A readable storage medium or memory, characterized in that: The readable storage medium or memory is recorded with the method for designing vibration-damping holes for protecting retaining pile foundations under the influence of foundation pit blasting as described in any one of claims 1 to 7.

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