An inland river underwater non-explosive excavation rock loading equipment positioning pile insertion depth calculation method

Abstract

This invention discloses a method for calculating the insertion depth of positioning piles for underwater non-explosive rock excavation equipment in inland rivers. The method obtains the rock excavation load analysis results and environmental load analysis results of the target rock excavation equipment at the target location in the inland river. The environmental load analysis results are applied to the target rock excavation equipment to analyze the stress condition of the positioning pile. Finite element analysis is performed based on the rock excavation load analysis results and the stress condition to obtain the stress distribution of the positioning pile on the rock foundation soil at the target location. The target insertion depth is determined based on the stress distribution and the upper limit of the tensile strength of the rock foundation soil. The maximum stress corresponding to the target insertion depth is equal to the upper limit of the tensile strength. When the target insertion depth is less than the predefined upper limit of the insertion depth, the numerical range formed by the target insertion depth and the predefined upper limit of the insertion depth is determined as the insertion depth range of the target rock excavation equipment at the target location in the inland river. This invention improves the positioning accuracy and stability of the positioning piles.

Description

Technical Field

[0001] This invention relates to the field of dredging engineering technology, and in particular to a method for calculating the insertion depth of positioning piles for underwater non-blasting rock excavation equipment in inland rivers. Background Technology

[0002] Inland waterway rock foundation dredging is a critical engineering challenge currently facing the domestic dredging industry. Rock foundations not only place higher demands on dredging equipment and create unique load conditions, but also present new challenges to vessel positioning and relocation methods. During dredging operations, the installation of positioning piles is a crucial step in ensuring the safety of personnel and equipment and the smooth progress of the operation. Compared to sand and clay foundations, rock foundations possess unique physical and mechanical properties, which significantly impact the pile installation process, pile bearing capacity, and pile design.

[0003] In conventional construction projects, the depth of pile driving is mainly determined by on-site construction experience, which can result in low positioning accuracy or even unstable positioning. Summary of the Invention

[0004] This invention provides a method for calculating the insertion depth of positioning piles for underwater non-blasting rock excavation equipment in inland rivers, so as to improve the positioning accuracy and positioning stability of the positioning piles.

[0005] According to one aspect of the present invention, a method for calculating the insertion depth of positioning piles for underwater non-blasting rock excavation equipment in inland waterways is provided, the method comprising:

[0006] Obtain the rock excavation load analysis results and environmental load analysis results of the target rock excavation equipment at the target location in the inland river, and apply the environmental load analysis results to the target rock excavation equipment to analyze the stress situation of the positioning pile;

[0007] Based on the rock excavation load analysis results and the stress conditions, finite element analysis is performed to obtain the stress distribution of the positioning pile on the target location rock foundation soil.

[0008] The target pile driving depth is determined based on the stress distribution and the upper limit of the tensile strength of the bedrock; the maximum stress corresponding to the target pile driving depth is equal to the upper limit of the tensile strength.

[0009] If the target pile driving depth is less than the predefined upper limit of pile driving depth, the range of values ​​consisting of the target pile driving depth and the predefined upper limit of pile driving depth is determined as the pile driving depth range of the target rock excavation equipment at the target location.

[0010] According to another aspect of the present invention, a device for calculating the insertion depth of positioning piles for underwater non-blasting rock excavation equipment in inland waterways is provided, the device comprising:

[0011] The stress analysis module is used to obtain the rock excavation load analysis results and environmental load analysis results of the target rock excavation equipment at the target location in the inland river, and apply the environmental load analysis results to the target rock excavation equipment to analyze the stress situation of the positioning pile;

[0012] The soil stress analysis module is used to perform finite element analysis based on the rock excavation load analysis results and the stress conditions to obtain the stress distribution of the positioning pile on the target location rock foundation soil.

[0013] The target pile driving depth determination module is used to determine the target pile driving depth based on the stress distribution and the upper limit of the tensile strength of the bedrock; the maximum stress corresponding to the target pile driving depth is equal to the upper limit of the tensile strength.

[0014] The pile driving depth range determination module is used to determine the range of values ​​consisting of the target pile driving depth and the predefined pile driving depth upper limit as the pile driving depth range of the target rock excavation equipment at the target location when the target pile driving depth is less than the predefined upper limit value of the pile driving depth.

[0015] According to another aspect of the present invention, an electronic device is provided, the electronic device comprising:

[0016] At least one processor; and

[0017] A memory communicatively connected to the at least one processor; wherein,

[0018] The memory stores a computer program that can be executed by the at least one processor, which is executed by the at least one processor to enable the at least one processor to execute the method for calculating the insertion depth of positioning piles for underwater non-blasting rock excavation equipment in inland waterways according to any embodiment of the present invention.

[0019] According to another aspect of the present invention, a computer-readable storage medium is provided, the computer-readable storage medium storing computer instructions, the computer instructions being configured to cause a processor to execute and implement the method for calculating the insertion depth of positioning piles for non-explosive rock excavation equipment in inland waterways as described in any embodiment of the present invention.

[0020] The technical solution of this invention obtains the rock excavation load analysis results and environmental load analysis results of the target rock excavation equipment at the target location in an inland river, and applies the environmental load analysis results to the target rock excavation equipment to analyze the stress condition of the positioning pile; performs finite element analysis based on the rock excavation load analysis results and the stress condition to obtain the stress distribution of the positioning pile on the rock foundation soil at the target location; determines the target pile insertion depth based on the stress distribution and the upper limit of the tensile strength of the rock foundation soil; the maximum stress corresponding to the target pile insertion depth is equal to the upper limit of the tensile strength; when the target pile insertion depth is less than the predefined upper limit of the pile insertion depth, the numerical range composed of the target pile insertion depth value and the predefined upper limit of the pile insertion depth value is determined as the pile insertion depth range of the target rock excavation equipment at the target location. By using the maximum stress of the soil obtained based on finite element analysis and combining the maximum stress with the upper limit of the pile insertion depth to analyze the pile insertion depth, this method solves the problem of low positioning accuracy or even unstable positioning in the traditional method of determining the pile insertion depth based on experience, thereby improving the positioning accuracy and positioning stability of the positioning pile.

[0021] It should be understood that the description in this section is not intended to identify key or essential features of the embodiments of the present invention, nor is it intended to limit the scope of the invention. Other features of the invention will become readily apparent from the following description. Attached Figure Description

[0022] To more clearly illustrate the technical solutions in the embodiments of the present invention, the accompanying drawings used in the description of the embodiments will be briefly introduced below. Obviously, the accompanying drawings described below are only some embodiments of the present invention. For those skilled in the art, other drawings can be obtained based on these drawings without creative effort.

[0023] Figure 1a This is a flowchart of a method for calculating the insertion depth of positioning piles for underwater non-blasting rock excavation equipment in inland waterways, provided in Embodiment 1 of the present invention.

[0024] Figure 1b This is a schematic diagram illustrating different working conditions of a rock-digging equipment provided in Embodiment 1 of the present invention;

[0025] Figure 1c This is a schematic diagram illustrating the stress distribution at various locations of the rock foundation soil at a target location in an inland river, provided by a positioning pile according to Embodiment 1 of the present invention.

[0026] Figure 1d This is a schematic diagram of a fitting curve provided in Embodiment 1 of the present invention;

[0027] Figure 1e This is a schematic diagram of the bucket arm of a rock-digging equipment provided in Embodiment 1 of the present invention;

[0028] Figure 2 This is a schematic diagram of the structure of a positioning pile insertion depth calculation device for underwater non-blasting rock excavation equipment in inland waterways, provided in Embodiment 3 of the present invention.

[0029] Figure 3 This is a schematic diagram of the electronic device for calculating the insertion depth of positioning piles for underwater non-explosive rock excavation equipment in inland waterways, according to an embodiment of the present invention. Detailed Implementation

[0030] To enable those skilled in the art to better understand the present invention, the technical solutions of the present invention will be clearly and completely described below with reference to the accompanying drawings of the embodiments of the present invention. Obviously, the described embodiments are only some embodiments of the present invention, and not all embodiments. Based on the embodiments of the present invention, all other embodiments obtained by those skilled in the art without creative effort should fall within the scope of protection of the present invention.

[0031] It should be noted that the terms "comprising" and "having" and any variations thereof in the specification, claims and accompanying drawings of this invention are intended to cover non-exclusive inclusion. For example, a process, method, system, product or device that includes a series of steps or units is not necessarily limited to those steps or units that are explicitly listed, but may include other steps or units that are not explicitly listed or that are inherent to such processes, methods, products or devices.

[0032] Example 1

[0033] Figure 1a This is a flowchart illustrating a method for calculating the insertion depth of positioning piles for underwater non-blasting rock excavation equipment in inland waterways, as provided in Embodiment 1 of the present invention. This embodiment is applicable to situations where rock foundation dredging is performed on inland waterways using non-blasting rock excavation equipment. The method can be executed by an underwater non-blasting rock excavation equipment positioning pile insertion depth calculation device, which can be implemented in hardware and / or software and can be configured on a server. Figure 1a As shown, the method includes:

[0034] S110. Obtain the rock excavation load analysis results and environmental load analysis results of the target rock excavation equipment at the target location in the inland river, and apply the environmental load analysis results to the target rock excavation equipment to analyze the stress situation of the positioning pile.

[0035] Rock excavation load analysis refers to the force analysis of rock excavation equipment under different working conditions. The results of rock excavation load analysis can include at least one of the following: the maximum digging force of the rock excavation equipment under rock excavation conditions, the viscous resistance of the rock excavation equipment under hoisting conditions, the water discharge impact load of the rock excavation equipment under water discharge conditions, and the inertial load of the rock excavation equipment during loading and rotation. The different working conditions (operating states) of the rock excavation equipment can be as follows: Figure 1b As shown, working condition 1 is rock excavation, working condition 2 is hoisting, working condition 3 is water discharge, working condition 4 is loading and slewing, and working condition 5 is unloading.

[0036] Furthermore, the maximum excavation force calculation can take into account the maximum thrust of the hydraulic cylinder of the rock excavation equipment and the soil resistance; the viscous resistance of the rock excavation equipment can take into account the structural style of the underwater part of the rock excavation equipment and the speed of movement in the water during the lifting process; the water discharge impact load of the rock excavation equipment can take into account the weight of the underwater part of the excavation equipment and the soil; the inertial load of the rock excavation equipment can take into account the centrifugal force generated by the loading of the rock excavation equipment.

[0037] In one optional implementation, applying the environmental load analysis results to the target rock-dredging equipment to analyze the stress on the positioning piles may include: applying the environmental load analysis results horizontally to the hull carrying the target rock-dredging equipment at a preset angle under different construction conditions to analyze and obtain the maximum horizontal force and maximum horizontal bending moment of the target rock-dredging equipment; wherein, the different construction conditions include at least one of rock-dredging construction, lifting state, water exit state, and loading rotation; the environmental load analysis results include the wind load analysis results above water and the current load analysis results below water, with the preset angle being... At any angle.

[0038] In this embodiment, wind loads and current loads can be applied to the hull of the vessel carrying the target rock-dredging equipment at preset angles (e.g., 0°, 30°, 60°, 90°, 120°, 150°, 180°) under working conditions such as rock dredging, lifting, water discharge, and loading rotation. The maximum horizontal force and maximum horizontal bending moment of the positioning pile are analyzed with the positioning pile as the origin.

[0039] S120. Based on the rock excavation load analysis results and stress conditions, perform finite element analysis to obtain the stress distribution of the positioning pile on the target location rock foundation soil.

[0040] Specifically, finite element analysis can be performed based on the results of rock excavation load analysis and stress conditions to obtain the different maximum stresses generated by the positioning piles on the target location rock foundation soil at different pile insertion depths.

[0041] In this embodiment, a finite element analysis can be performed based on a pre-established positioning pile model, combined with the results of rock excavation load analysis and the maximum horizontal force and maximum horizontal bending moment experienced by the positioning pile. This allows for the determination of different stress distributions generated by the positioning pile at various locations within the rock foundation soil at the inland river target location under different pile insertion depths. Based on these stress distributions, the maximum stress generated in the rock foundation soil can be obtained. The positioning pile model can include the actual characteristics of the positioning pile, such as its length, cross-sectional shape, wall thickness, and material. The stress distribution generated by the positioning pile at various locations within the rock foundation soil at the inland river target location can be as follows: Figure 1c As shown.

[0042] Based on the above optional implementation methods, finite element analysis is performed according to the rock excavation load analysis results and stress conditions to obtain the different maximum stresses generated by the positioning piles on the target location rock foundation soil at different pile insertion depths. This can include: determining the initial pile insertion depth based on the soil properties of the rock foundation soil; performing finite element analysis according to the rock excavation load analysis results and stress conditions to obtain the initial maximum stress generated by the positioning piles on the target location rock foundation soil at the initial pile insertion depth; if the initial maximum stress is less than the upper limit of tensile strength, recording the correspondence between the initial pile insertion depth and the initial maximum stress, and reducing the initial pile insertion depth to the adjusted pile insertion depth; based on the adjusted pile insertion depth, returning to the operation of performing finite element analysis according to the rock excavation load analysis results and stress conditions, until the adjusted maximum stress corresponding to the adjusted pile insertion depth exceeds the upper limit of tensile strength, recording the correspondence between the adjusted pile insertion depth and the adjusted maximum stress to obtain multiple sets of correspondences between pile insertion depth and maximum stress.

[0043] The initial pile driving depth refers to the first pile driving depth determined during the finite element analysis. This initial depth can be determined based on the soil properties of the bedrock. It can be less than or equal to a predefined upper limit for pile driving depth, which can be determined based on the cylinder stroke of the target rock excavation equipment. The upper limit for tensile strength refers to the maximum tensile stress that the soil can withstand under uniaxial tensile load.

[0044] In this embodiment, the initial maximum stress generated by the positioning pile on the bedrock at the initial pile insertion depth can be analyzed first; it can be determined whether the initial maximum stress is less than the upper limit of the tensile strength of the bedrock. If it is less, it can be determined that the stability of the positioning pile at the target position meets the standard at the initial pile insertion depth. The correspondence between the current initial pile insertion depth and the initial maximum stress can be recorded.

[0045] Furthermore, this embodiment can continue to perform finite element analysis based on other pile insertion depths. Specifically, the initial pile insertion depth can be reduced to obtain the adjusted pile insertion depth and the adjusted maximum stress, and the relationship between the adjusted maximum stress and the upper limit of the tensile strength of the foundation soil can be determined. Following the above iterative logic, until the adjusted maximum stress corresponding to the adjusted pile insertion depth exceeds the upper limit of the tensile strength, it is determined that the stability of the positioning pile at the target location is substandard at the current adjusted pile insertion depth. At this point, the above iterative operation can be terminated, and multiple sets of relationships between pile insertion depth and maximum stress can be obtained.

[0046] Optionally, if the initial maximum stress is greater than or equal to the upper limit of tensile strength, it can be directly determined that the positioning safety of the positioning pile at the target location does not meet the standard, and a suggestion to change the positioning pile location can be made. In this embodiment, if the initial maximum stress directly exceeds the upper limit of tensile strength, it can be determined that the target location is very unsuitable for positioning the positioning pile, and a suggestion to change the positioning pile location can be made directly.

[0047] S130. Determine the target pile insertion depth based on the stress distribution and the upper limit of the tensile strength of the bedrock; the maximum stress corresponding to the target pile insertion depth is equal to the upper limit of the tensile strength.

[0048] In one optional implementation, determining the target pile driving depth based on the stress distribution and the upper limit of the tensile strength of the foundation soil can include: fitting multiple sets of relationships between pile driving depth and maximum stress to obtain a target fitting curve; the target fitting curve represents the change of maximum stress with pile driving depth; and determining the target pile driving depth based on the target fitting curve and the upper limit of tensile strength. Based on the above optional implementation, the upper limit of tensile strength can be substituted into the target fitting curve to calculate the target pile driving depth.

[0049] In this embodiment, the target fitting curve can be as follows: Figure 1d As shown.

[0050] S140. When the target pile driving depth is less than the predefined upper limit of pile driving depth, the range of values ​​consisting of the target pile driving depth and the predefined upper limit of pile driving depth shall be determined as the range of pile driving depth of the target rock excavation equipment at the target location.

[0051] Optionally, if the target pile depth is greater than or equal to the predefined upper limit of pile depth, it is determined that the positioning safety of the positioning pile at the target location does not meet the standard, and a prompt is made to change the positioning pile position.

[0052] To enable those skilled in the art to better understand the method for calculating the insertion depth of positioning piles for underwater non-blasting rock excavation equipment in inland waterways, this embodiment provides a specific example below:

[0053] The positioning piles are cylindrical hollow tubes made of Q355B steel, with a diameter of 400mm, a wall thickness of 14mm, and a length of 12m. The soil is bedrock, with a tensile strength upper limit of approximately 17.5MPa. The construction equipment is a rock excavation platform equipped with a rock drilling rig and a backhoe. Construction is being carried out on a non-rapid current section of an inland lake. The main movement postures of the construction equipment are as follows: Figure 1b As shown. For this rock excavation equipment, in working condition 1: rock excavation operation, the maximum digging force is mainly considered, which can be achieved through... , The calculated maximum digging resistance that the bucket can withstand is 610.60 kN, of which, The theoretical thrust of the bucket hydraulic cylinder is given by: A; the working area of ​​the bucket hydraulic cylinder cavity is given by: P; the maximum locking pressure of the bucket hydraulic cylinder is given by: S1~S4; and the lever arm is given by: (e.g., ...). Figure 1e ), where S1, S2, and S3 are all functions of the instantaneous length L3 of the hydraulic cylinder, and S4 is the straight-line distance from the bucket cutting edge to the bucket hinge axis.

[0054] In working condition 2: lifting condition, the main consideration is the viscous resistance of the rock excavation equipment, which can be achieved through... , The calculated viscous resistance generated by the bucket displacement is small and can be ignored. It is a dimensionless drag coefficient, a function of the Reynolds number; Let S be the density of water; S be the cross-sectional area of ​​the bucket, in this example S = 3.14m. 2 ; For the radius, in this example =1m; The velocity in the water is v = 1 m / s in this example; is the viscosity coefficient.

[0055] In operating condition 3: water discharge condition, the main consideration is the water discharge impact load of the rock excavation equipment, which can be achieved through... The maximum water impact load that the bucket can generate in this example is calculated to be 186.1 kN. Among these, The weight of the bucket and the soil; For the buoyancy of the bucket and the soil.

[0056] In operating condition 4: loading and slewing, the inertial load of the rock excavation equipment is the primary consideration, which can be achieved through... The maximum inertial load that the bucket can generate in this example is calculated to be 3 kN. The mass of the rotating part is expressed in kg. The rotational angular velocity is expressed in rad / s. The distance is from the center of gravity of the rotating part to the center of rotation, in meters (m). In this example, the rated angular velocity of the rock-digging equipment is 3 r / min (0.31 rad / s).

[0057] Environmental loads are determined based on specific construction conditions. For the above-water portion, wind loads are primarily considered, while for the underwater portion, flow loads are mainly considered. It is assumed that all environmental loads act on the hull in the same direction, with the x-axis as 0°. A calculation case is designed every 30° clockwise (i.e., 0°, 30°, 60°, 90°, 120°, 150°, and 180° each correspond to a calculation case). Considering the symmetry of the rock-dredging platform structure, seven analysis cases from 0° to 180° are considered when designing the positioning conditions. The calculations in the software show that the maximum horizontal load on the rock-dredging platform occurs in the deep excavation case with an environmental load incident angle of 60°; the maximum horizontal bending moment occurs in the rock-dredging construction case with an environmental load incident angle of 90°.

[0058] In this embodiment, the rock-digging platform is subjected to a horizontal load. The maximum is 617.20 kN. The maximum bending moment is 570.70 kN. The maximum is 14699 kNm. The maximum is 22695kNm.

[0059] Furthermore, the maximum stress exerted by the positioning pile on the soil at different pile insertion depths was obtained through finite element analysis. Formula fitting was then performed on the scattered points in the examples to obtain... Figure 1d The fitted curve shown shows that when the upper limit of the tensile strength of the soil is about 17.5 MPa, the maximum stress on the rock foundation soil reaches the upper limit of the tensile strength of the soil when the insertion depth is 1.82 m. The cylinder stroke is 4 m. Therefore, [1.82, 4] can be determined as the required pile insertion depth range.

[0060] The technical solution of this embodiment obtains the rock excavation load analysis results and environmental load analysis results of the target rock excavation equipment at the target location in the inland river, and applies the environmental load analysis results to the target rock excavation equipment to analyze the stress situation of the positioning pile; finite element analysis is performed based on the rock excavation load analysis results and the stress situation to obtain the stress distribution of the positioning pile on the rock foundation soil at the target location; the target pile insertion depth is determined based on the stress distribution and the upper limit of the tensile strength of the rock foundation soil; the maximum stress corresponding to the target pile insertion depth is equal to the upper limit of the tensile strength; when the target pile insertion depth is less than the predefined upper limit of the pile insertion depth, the numerical range composed of the target pile insertion depth value and the predefined upper limit of the pile insertion depth value is determined as the pile insertion depth range of the target rock excavation equipment at the target location. By using the maximum stress of the soil obtained based on finite element analysis and combining the maximum stress with the upper limit of the pile insertion depth to analyze the pile insertion depth, the technical means of solving the problem of low positioning accuracy or even unstable positioning in the traditional method of determining the pile insertion depth based on experience are solved, thereby improving the positioning accuracy and positioning stability of the positioning pile.

[0061] Example 2

[0062] Figure 2 This is a schematic diagram of a device for calculating the insertion depth of positioning piles for underwater non-blasting rock excavation equipment in inland waterways, provided in Embodiment 3 of the present invention. Figure 2 As shown, the device includes: a stress analysis module 210, a soil stress analysis module 220, a target pile depth determination module 230, and a pile depth range determination module 240. Wherein:

[0063] The stress analysis module 210 is used to obtain the rock excavation load analysis results and environmental load analysis results of the target rock excavation equipment at the target location in the inland river, and apply the environmental load analysis results to the target rock excavation equipment to analyze the stress situation of the positioning pile;

[0064] The soil stress analysis module 220 is used to perform finite element calculation analysis based on the rock excavation load analysis results and the stress conditions to obtain the stress distribution of the positioning pile on the target location rock foundation soil.

[0065] The target pile driving depth determination module 230 is used to determine the target pile driving depth based on the stress distribution and the upper limit of the tensile strength of the bedrock; the maximum stress corresponding to the target pile driving depth is equal to the upper limit of the tensile strength.

[0066] The pile driving depth range determination module 240 is used to determine the numerical range composed of the target pile driving depth value and the predefined pile driving depth upper limit value as the pile driving depth range of the target rock excavation equipment at the target location when the target pile driving depth is less than the predefined upper limit value of the pile driving depth.

[0067] The technical solution of this embodiment obtains the rock excavation load analysis results and environmental load analysis results of the target rock excavation equipment at the target location in the inland river, and applies the environmental load analysis results to the target rock excavation equipment to analyze the stress situation of the positioning pile; finite element analysis is performed based on the rock excavation load analysis results and the stress situation to obtain the stress distribution of the positioning pile on the rock foundation soil at the target location; the target pile insertion depth is determined based on the stress distribution and the upper limit of the tensile strength of the rock foundation soil; the maximum stress corresponding to the target pile insertion depth is equal to the upper limit of the tensile strength; when the target pile insertion depth is less than the predefined upper limit of the pile insertion depth, the numerical range composed of the target pile insertion depth value and the predefined upper limit of the pile insertion depth value is determined as the pile insertion depth range of the target rock excavation equipment at the target location. By using the maximum stress of the soil obtained based on finite element analysis and combining the maximum stress with the upper limit of the pile insertion depth to analyze the pile insertion depth, the technical means of solving the problem of low positioning accuracy or even unstable positioning in the traditional method of determining the pile insertion depth based on experience are solved, thereby improving the positioning accuracy and positioning stability of the positioning pile.

[0068] Optionally, the rock excavation load analysis results include at least one of the following:

[0069] The maximum digging force of the rock excavation equipment under rock excavation conditions, the viscous resistance of the rock excavation equipment under lifting conditions, the water discharge impact load of the rock excavation equipment under water discharge conditions, and the inertial load of the rock excavation equipment during loading and rotation.

[0070] Optional, the force analysis module 210 can be used for:

[0071] Under different construction conditions, the environmental load analysis results are applied horizontally at a preset angle to the hull of the vessel carrying the target rock excavation equipment to analyze and obtain the maximum horizontal force and maximum horizontal bending moment of the positioning pile;

[0072] The different construction conditions include at least one of rock excavation, hoisting, water discharge, and loading rotation; the environmental load analysis results include the wind load analysis results above water and the current load analysis results below water, and the preset angle is any angle between 0° and 180°.

[0073] Optional, the soil stress analysis module 220 includes:

[0074] The maximum stress acquisition unit is used to perform finite element calculation analysis based on the rock excavation load analysis results and the stress conditions to obtain the different maximum stresses generated by the positioning pile on the target location rock foundation soil at different pile insertion depths.

[0075] Optional, maximum stress acquisition element, specifically can be used for:

[0076] The initial pile insertion depth is determined based on the soil properties of the aforementioned bedrock.

[0077] Based on the rock excavation load analysis results and the stress conditions, finite element analysis is performed to obtain the initial maximum stress generated by the positioning pile on the target location bedrock at the initial insertion depth.

[0078] If the initial maximum stress is less than the upper limit of the tensile strength, record the correspondence between the initial pile depth and the initial maximum stress, and reduce the initial pile depth to the adjusted pile depth.

[0079] Based on the adjusted pile insertion depth, the operation of performing finite element calculation analysis based on the rock excavation load analysis results and the stress condition is repeated until the adjusted maximum stress corresponding to the adjusted pile insertion depth exceeds the upper limit of the tensile strength. After recording the correspondence between the adjusted pile insertion depth and the adjusted maximum stress, multiple sets of correspondence between pile insertion depth and maximum stress are obtained.

[0080] Optionally, the underwater non-blasting rock excavation equipment positioning pile insertion depth calculation device may further include a first module for prompting pile position changes, used for:

[0081] If the initial maximum stress is greater than or equal to the upper limit of the tensile strength, it is directly determined that the positioning safety of the positioning pile at the target position is not up to standard, and a suggestion is made to change the positioning pile position.

[0082] Optionally, the target stake depth determination module 230 may include:

[0083] The curve fitting unit is used to fit the correspondence between multiple sets of pile insertion depth and maximum stress to obtain a target fitting curve; the target fitting curve represents the change of maximum stress with pile insertion depth.

[0084] The target pile driving depth determination unit is used to determine the target pile driving depth based on the target fitting curve and the upper limit of tensile strength.

[0085] Optionally, the target stake depth determination unit can be used for:

[0086] The target pile depth is calculated by substituting the upper limit of the tensile strength into the target fitting curve.

[0087] Optionally, the underwater non-blasting rock excavation equipment positioning pile insertion depth calculation device may further include a second module for prompting pile position replacement, used for:

[0088] If the target stake depth is greater than or equal to the predefined upper limit of stake depth, it is determined that the positioning safety of the positioning stake at the target position is not up to standard, and a prompt is made to change the stake position.

[0089] The inland waterway underwater non-blasting rock excavation equipment positioning pile insertion depth calculation device provided in this embodiment of the invention can execute the inland waterway underwater non-blasting rock excavation equipment positioning pile insertion depth calculation method provided in any embodiment of the invention, and has the corresponding functional modules and beneficial effects of the execution method.

[0090] Example 3

[0091] Figure 3 A schematic diagram of an electronic device 300 that can be used to implement embodiments of the present invention is shown. The electronic device is intended to represent various forms of digital computers or various forms of mobile devices. The components shown herein, their connections and relationships, and their functions are merely illustrative and are not intended to limit the implementation of the invention described and / or claimed herein.

[0092] like Figure 3As shown, the electronic device 300 includes at least one processor 301 and a memory, such as a read-only memory (ROM) 302 or a random access memory (RAM) 303, communicatively connected to the at least one processor 301. The memory stores computer programs executable by the at least one processor. The processor 301 can perform various appropriate actions and processes based on the computer program stored in the ROM 302 or loaded into the RAM 303 from storage unit 308. The RAM 303 can also store various programs and data required for the operation of the electronic device 300. The processor 301, ROM 302, and RAM 303 are interconnected via a bus 304. An input / output (I / O) interface 305 is also connected to the bus 304.

[0093] Multiple components in electronic device 300 are connected to I / O interface 305, including: input unit 306, such as keyboard, mouse, etc.; output unit 307, such as various types of displays, speakers, etc.; storage unit 308, such as disk, optical disk, etc.; and communication unit 309, such as network card, modem, wireless transceiver, etc. Communication unit 309 allows electronic device 300 to exchange information / data with other devices through computer networks such as the Internet and / or various telecommunications networks.

[0094] Processor 301 can be a variety of general-purpose and / or special-purpose processing components with processing and computing capabilities. Some examples of processor 301 include, but are not limited to, central processing unit (CPU), graphics processing unit (GPU), various special-purpose artificial intelligence (AI) computing chips, various processors running machine learning model algorithms, digital signal processors (DSPs), and any suitable processor, controller, microcontroller, etc. Processor 301 performs the various methods and processes described above, such as the method for calculating the pile insertion depth of underwater non-blasting rock excavation equipment in inland waterways.

[0095] In some embodiments, the method for calculating the insertion depth of positioning piles for underwater non-blasting rock excavation equipment in inland waterways can be implemented as a computer program tangibly contained in a computer-readable storage medium, such as storage unit 308. In some embodiments, part or all of the computer program can be loaded and / or installed on electronic device 300 via ROM 302 and / or communication unit 309. When the computer program is loaded into RAM 303 and executed by processor 301, one or more steps of the method for calculating the insertion depth of positioning piles for underwater non-blasting rock excavation equipment in inland waterways described above can be performed. Alternatively, in other embodiments, processor 301 can be configured to perform the method for calculating the insertion depth of positioning piles for underwater non-blasting rock excavation equipment in inland waterways by any other suitable means (e.g., by means of firmware).

[0096] Various embodiments of the systems and techniques described above herein can be implemented in digital electronic circuit systems, integrated circuit systems, field-programmable gate arrays (FPGAs), application-specific integrated circuits (ASICs), application-specific standard products (ASSPs), systems-on-a-chip (SoCs), payload-programmable logic devices (CPLDs), computer hardware, firmware, software, and / or combinations thereof. These various embodiments may include implementations in one or more computer programs that can be executed and / or interpreted on a programmable system including at least one programmable processor, which may be a dedicated or general-purpose programmable processor, capable of receiving data and instructions from a storage system, at least one input device, and at least one output device, and transmitting data and instructions to the storage system, the at least one input device, and the at least one output device.

[0097] Computer programs used to implement the methods of the present invention may be written in any combination of one or more programming languages. These computer programs may be provided to a processor of a general-purpose computer, a special-purpose computer, or other programmable data processing device, such that when executed by the processor, the computer programs cause the functions / operations specified in the flowcharts and / or block diagrams to be performed. The computer programs may be executed entirely on a machine, partially on a machine, or as a standalone software package, partially on a machine and partially on a remote machine, or entirely on a remote machine or server.

[0098] In the context of this invention, a computer-readable storage medium can be a tangible medium that may contain or store a computer program for use by or in conjunction with an instruction execution system, apparatus, or device. A computer-readable storage medium may include, but is not limited to, electronic, magnetic, optical, electromagnetic, infrared, or semiconductor systems, apparatus, or devices, or any suitable combination thereof. Alternatively, a computer-readable storage medium may be a machine-readable signal medium. More specific examples of machine-readable storage media include electrical connections based on one or more wires, portable computer disks, hard disks, random access memory (RAM), read-only memory (ROM), erasable programmable read-only memory (EPROM or flash memory), optical fibers, portable compact disk read-only memory (CD-ROM), optical storage devices, magnetic storage devices, or any suitable combination thereof.

[0099] To provide interaction with a user, the systems and techniques described herein can be implemented on an electronic device having: a display device (e.g., a CRT (cathode ray tube) or LCD (liquid crystal display) monitor) for displaying information to the user; and a keyboard and pointing device (e.g., a mouse or trackball) through which the user provides input to the electronic device. Other types of devices can also be used to provide interaction with the user; for example, feedback provided to the user can be any form of sensory feedback (e.g., visual feedback, auditory feedback, or tactile feedback); and input from the user can be received in any form (including sound input, voice input, or tactile input).

[0100] The systems and technologies described herein can be implemented in computing systems that include backend components (e.g., as data servers), or middleware components (e.g., application servers), or frontend components (e.g., user computers with graphical user interfaces or web browsers through which users can interact with implementations of the systems and technologies described herein), or any combination of such backend, middleware, or frontend components. The components of the system can be interconnected via digital data communication of any form or medium (e.g., communication networks). Examples of communication networks include local area networks (LANs), wide area networks (WANs), blockchain networks, and the Internet.

[0101] A computing system can include clients and servers. Clients and servers are generally located far apart and typically interact through communication networks. The client-server relationship is created by computer programs running on the respective computers and having a client-server relationship with each other. The server can be a cloud server, also known as a cloud computing server or cloud host, which is a hosting product within the cloud computing service system to address the shortcomings of traditional physical hosts and VPS services, such as high management difficulty and weak business scalability.

[0102] It should be understood that the various forms of processes shown above can be used, with steps reordered, added, or deleted. For example, the steps described in this invention can be executed in parallel, sequentially, or in different orders, as long as the desired result of the technical solution of this invention can be achieved, and this is not limited herein.

[0103] The specific embodiments described above do not constitute a limitation on the scope of protection of this invention. Those skilled in the art should understand that various modifications, combinations, sub-combinations, and substitutions can be made according to design requirements and other factors. Any modifications, equivalent substitutions, and improvements made within the spirit and principles of this invention should be included within the scope of protection of this invention.

Claims

1. A method for calculating the insertion depth of positioning piles for underwater non-blasting rock excavation equipment in inland rivers, characterized in that, include: Obtain the rock excavation load analysis results and environmental load analysis results of the target rock excavation equipment at the target location in the inland river, and apply the environmental load analysis results to the target rock excavation equipment to analyze the stress situation of the positioning pile; Based on the rock excavation load analysis results and the stress conditions, finite element analysis is performed to obtain the stress distribution of the positioning pile on the target location rock foundation soil. The target pile driving depth is determined based on the stress distribution and the upper limit of the tensile strength of the bedrock; the maximum stress corresponding to the target pile driving depth is equal to the upper limit of the tensile strength. If the target pile driving depth is less than the predefined upper limit of pile driving depth, the range of values ​​consisting of the target pile driving depth and the predefined upper limit of pile driving depth is determined as the pile driving depth range of the target rock excavation equipment at the target location.

2. The method according to claim 1, characterized in that, The results of the rock excavation load analysis include at least one of the following: The maximum digging force of the rock excavation equipment under rock excavation conditions, the viscous resistance of the rock excavation equipment under lifting conditions, the water discharge impact load of the rock excavation equipment under water discharge conditions, and the inertial load of the rock excavation equipment during loading and rotation.

3. The method according to claim 1, characterized in that, The environmental load analysis results are applied to the target rock excavation equipment to analyze the stress condition of the positioning pile, including: Under different construction conditions, the environmental load analysis results are applied horizontally at a preset angle to the hull of the vessel carrying the target rock excavation equipment to analyze and obtain the maximum horizontal force and maximum horizontal bending moment of the positioning pile; The different construction conditions include at least one of rock excavation, hoisting, water discharge, and loading / rotation; the environmental load analysis results include wind load analysis results above water and current load analysis results below water, and the preset angle is... At any angle.

4. The method according to claim 1, characterized in that, Based on the rock excavation load analysis results and the stress conditions, finite element analysis is performed to obtain the stress distribution of the positioning pile on the target location rock foundation soil, including: Based on the rock excavation load analysis results and the stress conditions, finite element analysis was performed to obtain the different maximum stresses generated by the positioning piles on the target location rock foundation soil at different pile insertion depths.

5. The method according to claim 4, characterized in that, Based on the rock excavation load analysis results and the stress conditions, finite element analysis was performed to obtain the different maximum stresses generated by the positioning piles on the target location bedrock at different pile insertion depths, including: The initial pile insertion depth is determined based on the soil properties of the aforementioned bedrock. Based on the rock excavation load analysis results and the stress conditions, finite element analysis is performed to obtain the initial maximum stress generated by the positioning pile on the target location bedrock at the initial insertion depth. If the initial maximum stress is less than the upper limit of the tensile strength, record the correspondence between the initial pile depth and the initial maximum stress, and reduce the initial pile depth to the adjusted pile depth. Based on the adjusted pile insertion depth, the operation of performing finite element calculation analysis based on the rock excavation load analysis results and the stress condition is repeated until the adjusted maximum stress corresponding to the adjusted pile insertion depth exceeds the upper limit of the tensile strength. After recording the correspondence between the adjusted pile insertion depth and the adjusted maximum stress, multiple sets of correspondence between pile insertion depth and maximum stress are obtained.

6. The method according to claim 5, characterized in that, Also includes: If the initial maximum stress is greater than or equal to the upper limit of the tensile strength, it is directly determined that the positioning safety of the positioning pile at the target position is not up to standard, and a suggestion is made to change the positioning pile position.

7. The method according to claim 4, characterized in that, Based on the stress distribution and the upper limit of the tensile strength of the bedrock, the target pile insertion depth is determined, including: The relationship between multiple sets of pile insertion depths and maximum stress is fitted to obtain a target fitting curve; the target fitting curve represents the variation of maximum stress with pile insertion depth. The target pile insertion depth is determined based on the target fitting curve and the upper limit of tensile strength.

8. The method according to claim 7, characterized in that, Determining the target pile insertion depth based on the target fitting curve and the upper limit of tensile strength includes: The target pile depth is calculated by substituting the upper limit of the tensile strength into the target fitting curve.

9. The method according to claim 1, characterized in that, Also includes: If the target stake depth is greater than or equal to the predefined upper limit of stake depth, it is determined that the positioning safety of the positioning stake at the target position is not up to standard, and a prompt is made to change the stake position.

Images