CN117057073B - Method and system for recognizing prestress loss of concrete pipe pile structure - Google Patents
Method and system for recognizing prestress loss of concrete pipe pile structure Download PDFInfo
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Abstract
The invention discloses a method and a system for recognizing prestress loss of a concrete pipe pile structure, and relates to the technical field of prestress loss recognition, wherein the method comprises the following steps of S1, carrying out secondary tensioning on a prestress steel beam which is not poured, carrying out nondestructive inspection by using weak magnetic field measuring equipment, and measuring steel beam physical parameters and initial prestress loss of the prestress steel beam; s2, mounting and processing of a concrete pipe pile structure are implemented, and distributed monitoring nodes are arranged; s3, measuring physical parameters of the pipe pile of the concrete pipe pile structure; s4, taking the physical parameters of the steel bundles and the physical parameters of the pipe pile as input, and constructing a virtual pipe pile model of the concrete pipe pile structure by utilizing a digital twin technology. The invention combines various data sources and advanced technologies, improves the reliability and accuracy of identification, can realize real-time simulation and emulation through the establishment of the virtual model, and is beneficial to early discovery and coping with the problem of prestress loss.
Description
Technical Field
The invention relates to the technical field of prestress loss identification, in particular to a method and a system for identifying prestress loss of a concrete pipe pile structure.
Background
The concrete pipe pile structure is a foundation or supporting structure commonly used in civil engineering, and is particularly suitable for soft soil areas or occasions needing to resist large loads. Usually consists of concrete pipe piles and prestressed steel bundles, and is used for supporting projects such as buildings, bridges, roads and the like. .
The concrete pipe pile is a main structural element and is usually manufactured by adopting a steel mould internal construction mode. The concrete piles may have different cross-sectional shapes, such as circular, square, etc., the choice of which depends on the specific engineering requirements and soil conditions. The prestressed steel bundles are important components of the concrete pipe pile structure, and the bearing capacity and stability of the pipe pile can be improved by applying tension in advance. The prestressed tendons are typically laid along the length of the pipe pile and prestressed by tensioning to counteract the effect of external loads on the structure.
The concrete tubular pile structure is suitable for areas with poor geological conditions such as soft soil, silt, riverbed and the like, because the bearing capacity can be improved through prestressing, and sedimentation and deformation are reduced. The structure is also commonly used for resisting large external forces such as earthquake, side load and the like
However, in the concrete tubular pile structure, during use, a phenomenon in which the tensile force previously applied to the prestressed steel bundles gradually decreases or disappears, which is called a prestress loss, occurs. The prestress loss may be caused by a variety of factors including creep, temperature change, loading, etc. The presence of a prestress loss may affect the load carrying capacity, stability and deformation properties of the structure.
The existing method for identifying the prestress loss of the concrete pipe pile structure comprises traditional monitoring means (such as strain gauges, displacement sensors and the like) and methods based on emerging technologies (such as optical fiber sensing, acoustic emission and the like). However, the conventional method may have limitations in terms of real-time, accuracy and coverage, and it is difficult to accurately capture minute variations; while the application of new technology is still in the early stage of development, it may be limited by challenges such as technology maturity and high cost. In addition, different loss mechanisms can affect each other, and multiple factors need to be comprehensively considered, so the current method still needs to be further perfected to improve the accurate identification and evaluation level of the prestress loss.
Disclosure of Invention
Accordingly, it is necessary to provide a method and a system for recognizing prestress loss of a concrete pipe pile structure in order to solve the above-mentioned problems.
In a first aspect, the invention provides a method for identifying prestress loss of a concrete pipe pile structure, which comprises the following steps:
s1, carrying out secondary tensioning on a pre-stressed steel beam which is not poured, carrying out nondestructive inspection by using weak magnetic field measuring equipment, and measuring steel beam physical parameters and initial pre-stress loss of the pre-stressed steel beam;
s2, mounting and processing of a concrete pipe pile structure are implemented, and distributed monitoring nodes are arranged;
s3, measuring pipe pile physical parameters of the concrete pipe pile structure, monitoring real-time prestress variables of the concrete pipe pile structure by utilizing monitoring nodes, and identifying and calculating real-time prestress loss;
s4, taking the physical parameters of the steel bundles and the physical parameters of the pipe pile as input, constructing a virtual pipe pile model of the concrete pipe pile structure by utilizing a digital twin technology, and synchronously mapping the initial prestress loss and the real-time prestress loss to realize simulation, simulation and identification of the concrete pipe pile structure.
Further, carrying out secondary tensioning on the non-poured prestress steel beam, carrying out nondestructive inspection by using weak magnetic field measuring equipment, and measuring the steel beam physical parameters and the initial prestress loss of the prestress steel beam, wherein the method comprises the following steps of:
s11, measuring the initial length, the initial diameter, the initial sectional area, the initial anchoring length, the initial stress and the steel strand material characteristics of the non-poured prestressed steel strand as initial steel strand physical parameters;
s12, tensioning the prestress steel beam for the first time by utilizing tensioning equipment, measuring the primary tension, holding the load for a fixed period of time, and tensioning the prestress steel beam for the second time by utilizing a prestress adjusting anchor to realize prestress control;
s13, measuring the stretching length, stretching diameter, stretching sectional area, stretching anchoring length, stretching stress and steel strand material characteristics of the prestressed steel strand after secondary stretching, and taking the stretching length, stretching diameter, stretching sectional area, stretching anchoring length, stretching stress and steel strand material characteristics as stretching steel strand physical parameters;
s14, numbering the prestressed steel bundles, performing nondestructive inspection on each prestressed steel bundle after tensioning by using weak magnetic field measurement equipment, and marking the steel bundle parts with defects;
s15, calculating the prestress loss of the prestress steel beam after secondary tensioning is completed according to the initial steel beam physical parameters and the tensioning steel beam physical parameters, and taking the prestress loss as the initial prestress loss.
Further, the method for realizing prestress control by carrying out primary tensioning on the prestress steel beam by utilizing tensioning equipment, measuring primary tension and holding load for a fixed period of time and carrying out secondary tensioning by utilizing the prestress adjusting anchor comprises the following steps:
s121, installing one end of the prestress steel beam in a prestress adjusting anchorage device, tensioning the other end of the prestress steel beam for one time by using tensioning equipment, and measuring the primary tension after the primary tensioning;
s122, measuring the diameter and the sectional area of the prestressed steel strand in the tensioning process in real time, and calculating the real-time tensioning control stress of the prestressed steel strand by utilizing the primary tension and the sectional area;
s123, holding the load for five minutes until the real-time tensioning control stress reaches 1.05 times of the preset tensioning control stress, and then releasing the tensioning equipment to 1.0 times of the preset tensioning control stress;
s124, measuring the current sectional area and stress of the prestressed steel bundle again, and adjusting the tension of the prestressed steel bundle to be 1.0 times of the preset tension control stress by utilizing the prestress adjusting anchor.
Further, the prestress adjusting anchor adopts a mode of combining a prestress bolt and a prestress nut, the prestress bolt is connected with a sleeve, a prestress steel beam is inserted into the sleeve to be fixedly connected, the prestress nut is horizontally arranged on the bottom plane of the tubular pile structure, the prestress steel beam is changed by adjusting the rotation number of the prestress nut, the tension of the prestress steel beam in the vertical direction is changed, and the calculation expression of the rotation adjustment of the prestress nut is as follows：
In the method, in the process of the invention,Nindicating the number of turns of the adjustment rotation of the prestressed nut;Fa numerical value representing a preset tension control stress;Rrepresenting torque to rotate the prestressed nut;Drepresenting the thread major diameter of the prestressed nut;drepresenting the minor diameter of the thread of the prestressed nut;uthe friction coefficient of the prestressed nut and the prestressed bolt is represented;Lrepresenting the initial length of the prestressed steel strand;Prepresenting the pitch of the prestressed nut;G 1 representing the cross-sectional area of the prestressed steel strand;G 2 representing the sleeve cross-sectional area;E 1 representing the elastic modulus of the prestressed steel bundle;E 2 representing the modulus of elasticity of the sleeve.
Further, numbering the prestressed steel bundles, performing nondestructive inspection on each prestressed steel bundle after tensioning by using weak magnetic field measurement equipment, and marking the steel bundle part with the defect comprises the following steps:
s141, assigning independent numbers for each prestress steel beam, and establishing three-dimensional space coordinates by taking the midpoint of a plane where the prestress adjusting anchor is located as an origin;
s142, sequentially sleeving weak magnetic field measuring equipment on the outer side of each prestress steel beam, lifting the prestress steel beams upwards at a constant speed, and carrying out nondestructive inspection on the outer surfaces of the prestress steel beams by utilizing a magnetic flux leakage detection principle;
s143, when the weak magnetic field measuring equipment detects the magnetic leakage signal and the numerical value is smaller than the safety threshold, the situation that the part corresponding to the prestress steel beam is slightly damaged is indicated, the height of the part from the coordinate origin is obtained for marking, when the weak magnetic field measuring equipment detects the magnetic leakage signal and the numerical value is larger than or equal to the safety threshold, the situation that the part corresponding to the prestress steel beam is severely damaged is indicated, the height of the part from the coordinate origin is obtained for early warning reminding, and when the weak magnetic field measuring equipment does not detect the magnetic leakage signal, the situation that the part corresponding to the prestress steel beam is not damaged is indicated.
S144, all marks with slight damage to the prestressed steel bundles are obtained, and the number and the height of the prestressed steel bundles where each mark is located are recorded and used as mark position coordinates.
Further, the method for installing and processing the concrete pipe pile structure and arranging the distributed monitoring nodes comprises the following steps:
s21, placing the prepared concrete materials and the corresponding prestress steel bundles into a die, and preparing a formed concrete pipe pile structure by using a concrete pipe pile preparation process;
s22, acquiring the number M of all marked position coordinates in the concrete pipe pile structure;
s23, if the value of the number M is smaller than the preset number A, arranging monitoring nodes at each labeling position coordinate in the concrete pipe pile structure, arranging B monitoring nodes which are arranged at equal intervals in other areas of the concrete pipe pile structure, and if the value of the number M is larger than the preset number A, arranging the monitoring nodes at each labeling position coordinate of the concrete pipe pile structure.
Further, measuring the physical parameters of the pipe pile of the concrete pipe pile structure, monitoring the real-time prestress variable of the concrete pipe pile structure by utilizing the monitoring nodes, and identifying and calculating the real-time prestress loss comprises the following steps:
s31, taking the acquired pipe pile length, compressive strength, pipe pile elastic modulus, node diameter and displacement at each monitoring node of the concrete pipe pile structure as physical parameters of the pipe pile;
s32, setting a monitoring interval, constructing a real-time updated cross-sectional area matrix and a displacement matrix by using the node diameter and the displacement, and displaying the time-dependent variation of the concrete pipe pile structure;
and S33, identifying and evaluating the prestress loss of the concrete tubular pile structure at the current monitoring interval by utilizing the physical parameters of the tubular pile to obtain the real-time prestress loss.
Further, setting a monitoring interval, constructing a real-time updated cross-sectional area matrix and a displacement matrix by using the diameter and the displacement of the node, and displaying the time-dependent variation of the concrete pipe pile structure, wherein the method comprises the following steps:
s321, setting a monitoring interval for a monitoring node, and periodically acquiring physical parameters of the pipe pile;
s322 at the firstjDuring the monitoring interval, utilize the firstiThe diameter of the node measured by each monitoring node is calculated, the sectional area of the concrete pipe pile structure of the plane of the monitoring node is calculated, and the sectional area of the j-th monitoring interval is subtractedj-1 cross-sectional area at monitoring interval gives real-time cross-sectional areaS ij ；
S323 in the first placejAt the monitoring interval, the firstiReal-time displacement between j-1 th monitoring intervals measured by each monitoring nodeD ij ；
S324, constructing a cross-sectional area matrix and a displacement matrix by utilizing the real-time cross-sectional area and the real-time displacement;
s325, calculating the change rate of each row and each column of numerical values in the sectional area matrix and the displacement matrix, and drawing a sectional area change curve and a displacement change curve.
Further, the concrete pipe pile structure prestress loss at the current monitoring interval is identified and evaluated by utilizing the pipe pile physical parameters, and the operation expression for obtaining the real-time prestress loss is as follows:
in the method, in the process of the invention,P j represent the firstjMonitoring the real-time prestress loss at intervals;P 0 representing an initial prestress loss;Tindicating the number of monitoring intervals that are to be performed,j=1，2，3，…，T；Kindicating the number of monitoring nodes,i=1，2，3，…，K；S ij represent the firstjThe first time of monitoring intervaliReal-time cross-sectional areas of the individual monitoring nodes;D ij represent the firstjThe first time of monitoring intervaliMonitoring real-time displacement of the nodes;S 0 representing an initial cross-sectional area of the concrete pipe pile structure;Cthe elastic modulus of the pipe pile is shown.
In a second aspect, the present invention also provides a system for identifying prestress loss of a concrete pipe pile structure, the system comprising:
the prestress steel beam measuring module is used for carrying out nondestructive inspection by utilizing weak magnetic field measuring equipment and measuring steel beam physical parameters and initial prestress loss of the prestress steel beam;
the distributed monitoring module is used for arranging distributed monitoring nodes to monitor the concrete pipe pile structure;
the concrete pipe pile identification module is used for measuring physical parameters of the pipe pile of the concrete pipe pile structure, monitoring real-time prestress variables of the concrete pipe pile structure by utilizing the monitoring nodes, and identifying and calculating real-time prestress loss;
the digital twin model module is used for taking the physical parameters of the steel bundles and the physical parameters of the pipe pile as input, constructing a virtual pipe pile model of the concrete pipe pile structure by utilizing a digital twin technology, and synchronously mapping the initial prestress loss and the real-time prestress loss to realize simulation, simulation and identification of the concrete pipe pile structure.
The invention has the beneficial effects that:
1. according to the method and the system for recognizing the prestress loss of the concrete pipe pile structure, the physical parameters and the initial loss of the prestress steel beam are measured by combining the secondary tensioning and nondestructive inspection technology, the physical parameters and the prestress variable of the pipe pile are monitored in real time by utilizing the distributed monitoring nodes, and then a virtual pipe pile model is constructed by a digital twin technology, so that more accurate prestress loss recognition and evaluation can be realized, namely, the reliability and the accuracy of recognition are improved by combining various data sources and advanced technology, and meanwhile, real-time simulation and simulation can be realized by establishing the virtual model, so that the problem of prestress loss can be found and solved early, and the safety and the reliability of the concrete pipe pile structure are improved.
2. According to the method and the system for identifying the prestress loss of the concrete pipe pile structure, the physical parameters of the prestress steel bundles and the initial prestress loss are measured and evaluated by carrying out secondary tensioning on the non-poured prestress steel bundles and combining the nondestructive inspection technology of weak magnetic field measuring equipment, potential defects are effectively detected based on nondestructive inspection, the early identification problem is realized, the quality of the steel bundles is guaranteed, in addition, the initial prestress loss is calculated according to different parameters, and the prestress state of the pipe pile structure when the pipe pile structure starts to be used is ensured; the whole method improves the quality control of the prestress steel beam, obtains accurate initial prestress loss before construction, and is beneficial to ensuring the safety and reliability of the structure.
3. According to the method and the system for identifying the prestress loss of the concrete pipe pile structure, the cross-sectional area matrix and the displacement matrix are constructed by utilizing the node diameter and the displacement monitored in real time, and the real-time change of the structure is displayed, so that the state change of the pipe pile structure is more comprehensively known, and the real-time prestress loss can be more accurately identified and evaluated by combining the physical parameters of the pipe pile and utilizing the cross-sectional area matrix and the displacement matrix, so that the real-time monitoring and evaluation of the structure state are realized; the method improves the recognition accuracy and the real-time performance of the prestress loss by combining a plurality of data sources and technical means, and provides an effective means for the safe operation and maintenance of the concrete pipe pile structure.
Drawings
The accompanying drawings, which are included to provide a further understanding of the invention and are incorporated in and constitute a part of this specification, illustrate embodiments of the invention and together with the description serve to explain the invention and do not constitute a limitation on the invention. In the drawings:
FIG. 1 is a flow chart of a method for identifying prestress loss of a concrete pipe pile structure according to the present invention;
fig. 2 is a schematic structural diagram of a system for identifying prestress loss of a concrete pipe pile structure according to the present invention.
Reference numerals: 1. a prestress steel beam measuring module; 2. a distributed monitoring module; 3. a concrete pipe pile identification module; 4. a digital twin model module.
Detailed Description
The present invention will be described in further detail with reference to the drawings and examples, in order to make the objects, technical solutions and advantages of the present invention more apparent. It should be understood that the specific embodiments described herein are for purposes of illustration only and are not intended to limit the scope of the invention.
Referring to fig. 1, a method for identifying prestress loss of a concrete pipe pile structure is provided, and includes the following steps:
s1, carrying out secondary tensioning on the non-poured prestress steel beam, carrying out nondestructive inspection by using weak magnetic field measuring equipment, and measuring steel beam physical parameters and initial prestress loss of the prestress steel beam.
In the description of the invention, the secondary stretching is carried out on the non-poured prestress steel beam, then nondestructive inspection is carried out by weak magnetic field measuring equipment, and the measurement of the steel beam physical parameters and the initial prestress loss of the prestress steel beam comprises the following steps:
s11, measuring the initial length, the initial diameter, the initial sectional area, the initial anchoring length, the initial stress and the steel strand material characteristics of the non-poured prestressed steel strand as initial steel strand physical parameters.
S12, tensioning the prestress steel beam for the first time by utilizing tensioning equipment, measuring the primary tension, holding the load for a fixed period of time, and tensioning the prestress steel beam for the second time by utilizing a prestress adjusting anchor to realize prestress control.
In the description of the invention, the pre-stress control method for carrying out primary tensioning on the pre-stress steel bundles by utilizing tensioning equipment, measuring the primary tension, holding the load for a fixed period of time and carrying out secondary tensioning by utilizing a pre-stress adjusting anchor comprises the following steps:
s121, installing one end of the prestress steel beam in the prestress adjusting anchorage device, tensioning the other end of the prestress steel beam for one time by using tensioning equipment, and measuring the primary tension after the primary tensioning.
S122, measuring the diameter and the sectional area of the prestressed steel bundle in real time in the tensioning process, and calculating the real-time tensioning control stress of the prestressed steel bundle by using the primary tension and the sectional area.
In measuring the diameter and cross-sectional area of the prestressed steel strand in real time during the tensioning process, suitable sensors or measuring devices, such as laser rangefinder, camera image processing, etc., are used to obtain the geometric parameters of the steel strand. Then, the real-time tension control stress of the prestressed steel bundles was calculated using the following formula:
real-time tension control stress = primary tension force/steel beam cross-sectional area
Wherein: the primary tension is the tension applied to the prestressed steel strand during the primary tension, and can be measured by the tension apparatus.
The steel beam sectional area H is calculated on the basis of the diameter and sectional area measured in real time of the prestressed steel beam. For circular cross-sections, the cross-sectional area is calculated using the area formula of a circle, i.e. h=pi (diameter/2) 2 。
And S123, holding the load for five minutes until the real-time tensioning control stress reaches 1.05 times of the preset tensioning control stress, and then releasing the tensioning equipment to 1.0 times of the preset tensioning control stress.
S124, measuring the current sectional area and stress of the prestressed steel bundle again, and adjusting the tension of the prestressed steel bundle to be 1.0 times of the preset tension control stress by utilizing the prestress adjusting anchor.
The prestress adjusting anchorage device adopts a mode of combining a prestress bolt and a prestress nut, the prestress bolt is connected with a sleeve, a prestress steel beam is inserted into the sleeve to be fixedly connected, the prestress nut is horizontally arranged on the bottom plane of the tubular pile structure, the prestress steel beam is changed by adjusting the rotation number of the prestress nut, the tension of the prestress steel beam in the vertical direction is changed, and the calculation expression of the prestress nut rotation adjustment is as follows:
in the method, in the process of the invention,Nindicating the number of turns of the adjustment rotation of the prestressed nut,Fthe value of the preset tension control stress is indicated,Rrepresenting the torque required to rotate the pre-stressed nut,Drepresents the large diameter of the thread of the prestressed nut,drepresents the minor diameter of the thread of the prestressed nut,urepresents friction coefficient of the prestressed nut and the prestressed bolt,Lindicating the initial length of the prestressed steel strand,Prepresenting the pitch of the prestressed nut,G 1 represents the cross-sectional area of the prestressed steel bundle,G 2 represents the cross-sectional area of the sleeve,E 1 the elastic modulus of the prestressed steel bundles is shown,E 2 representing the modulus of elasticity of the sleeve.
S13, measuring the stretching length, stretching diameter, stretching sectional area, stretching anchoring length, stretching stress and steel strand material characteristics of the prestressed steel strand after secondary stretching, and taking the stretching length, stretching diameter, stretching sectional area, stretching anchoring length, stretching stress and steel strand material characteristics as stretching steel strand physical parameters.
S14, numbering the prestressed steel bundles, performing nondestructive inspection on each prestressed steel bundle after tensioning by using weak magnetic field measurement equipment, and marking the steel bundle parts with defects.
In the description of the invention, the prestressed steel bundles are numbered, each prestressed steel bundle after tensioning is subjected to nondestructive inspection by using weak magnetic field measuring equipment, and the steel bundle parts with defects are marked, which comprises the following steps:
s141, assigning independent numbers for each prestress steel beam, and establishing three-dimensional space coordinates by taking the midpoint of the plane where the prestress adjusting anchor is located as an origin.
S142, sequentially sleeving weak magnetic field measuring equipment on the outer side of each prestress steel beam, lifting the prestress steel beams upwards at a constant speed, and carrying out nondestructive inspection on the outer surfaces of the prestress steel beams by utilizing a magnetic flux leakage detection principle.
The weak magnetic field measuring device is a device specially designed for measuring the change of weak magnetic field on or near the surface of a material. Typically including sensors, electronics, and data acquisition systems. By bringing the sensor close to the material surface, the device can detect weak magnetic field changes at the material surface. The device has wide application in nondestructive testing, and can be used for detecting defects, cracks, stress concentration and other problems in materials.
Magnetic flux leakage detection is a principle based on the magnetic properties of materials for detecting defects in the materials. When defects (e.g., cracks, fatigue, etc.) are present within the material, these defects change the magnetic properties of the material, resulting in a change in the magnetic field distribution at the surface of the material. The magnetic leakage detection uses this variation to identify the location and nature of defects by measuring weak magnetic fields near the surface of the material. The principle is widely applied to defect detection of metal materials, and has important roles in nondestructive detection of components such as prestressed steel bundles and the like.
S143, when the weak magnetic field measuring equipment detects the magnetic leakage signal and the numerical value is smaller than the safety threshold, the situation that the part corresponding to the prestress steel beam is slightly damaged is indicated, the height of the part from the coordinate origin is obtained for marking, when the weak magnetic field measuring equipment detects the magnetic leakage signal and the numerical value is larger than or equal to the safety threshold, the situation that the part corresponding to the prestress steel beam is severely damaged is indicated, the height of the part from the coordinate origin is obtained for early warning reminding, and when the weak magnetic field measuring equipment does not detect the magnetic leakage signal, the situation that the part corresponding to the prestress steel beam is not damaged is indicated.
Mild injury conditions: when the weak magnetic field measuring device detects the magnetic leakage signal and the value of the signal is smaller than a preset safety threshold value, the weak magnetic field measuring device indicates that the corresponding part of the prestress steel beam is slightly damaged. In this case, the device records the position and value of the leakage signal and marks the height of the part from the origin of coordinates on the steel beam.
Severe injury conditions: if the value of the magnetic leakage signal detected by the weak magnetic field measuring equipment is larger than or equal to a safety threshold value, the corresponding part of the prestress steel beam is severely damaged. In this case, the height of the part from the origin of coordinates can be marked, and an early warning alert can be triggered to inform relevant personnel to take urgent repair or maintenance measures.
No damage condition: if the weak magnetic field measuring device does not detect the magnetic leakage signal, the method indicates that the corresponding part of the prestress steel beam is not damaged. This can be used as a normal state of the structure without special measures.
S144, all marks with slight damage to the prestressed steel bundles are obtained, and the number and the height of the prestressed steel bundles where each mark is located are recorded and used as mark position coordinates.
S15, calculating the prestress loss of the prestress steel beam after secondary tensioning is completed according to the initial steel beam physical parameters and the tensioning steel beam physical parameters, and taking the prestress loss as the initial prestress loss.
S2, installing and processing the concrete pipe pile structure and arranging distributed monitoring nodes.
In the description of the invention, the implementation of the installation process of the concrete pipe pile structure and the arrangement of distributed monitoring nodes comprises the following steps:
s21, placing the prepared concrete materials and the corresponding prestressed steel bundles into a die, and preparing a formed concrete pipe pile structure by using a concrete pipe pile preparation process, wherein the concrete pipe pile structure comprises the following specific steps of:
preparing concrete materials: mixing a proper amount of concrete raw materials according to a certain proportion, including cement, aggregate, sand, water and the like, so as to prepare the concrete material. The proportion of the concrete is adjusted according to engineering requirements and design parameters so as to ensure that the strength and the performance of the concrete meet the requirements.
And (3) configuring a prestress steel beam: prestressed steel strands are an important component of prestressed concrete structures. The prestressed steel bundles are arranged at the proper positions of the concrete materials according to design requirements, and are usually arranged in the tensioning prestress area of the concrete.
Placing in a mold: the concrete mass after the arrangement is placed in a pre-prepared mould together with the pre-stressed steel strand. The shape and size of the mould should be matched to the final concrete pile structure to be prepared.
Preparing a concrete pipe pile: and placing the prepared concrete material and the prestress steel bundles into a die, and then carrying out a preparation process of the concrete pipe pile. This typically involves vibrating the concrete, ensuring that the concrete fills the mould sufficiently, and a proper curing process to ensure the strength and quality of the concrete.
S22, acquiring the number M of all marked position coordinates in the concrete pipe pile structure.
S23, if the value of the number M is smaller than the preset number A, arranging monitoring nodes at each labeling position coordinate in the concrete pipe pile structure, arranging B monitoring nodes which are arranged at equal intervals in other areas of the concrete pipe pile structure, and if the value of the number M is larger than the preset number A, arranging the monitoring nodes at each labeling position coordinate of the concrete pipe pile structure.
S3, measuring the physical parameters of the pipe pile of the concrete pipe pile structure, monitoring the real-time prestress variable of the concrete pipe pile structure by utilizing the monitoring nodes, and identifying and calculating the real-time prestress loss.
In the description of the invention, the physical parameters of the pipe pile of the concrete pipe pile structure are measured, the monitoring nodes are used for monitoring the real-time prestress variable of the concrete pipe pile structure, and the real-time prestress loss is identified and calculated, wherein the method comprises the following steps of:
s31, the pipe pile length, the compressive strength and the elastic modulus of the pipe pile, as well as the node diameter and the displacement at each monitoring node, of the collected concrete pipe pile structure are used as physical parameters of the pipe pile.
The compressive strength is the measured and recorded compressive strength of the concrete pile material, which refers to the maximum load bearing capacity of the concrete material in a compressed state. Compressive strength is one of the key indexes for evaluating the bearing capacity of a concrete pipe pile structure. The modulus of elasticity of a pile requires the measurement and recording of the modulus of elasticity, also known as the modulus of elasticity, of a concrete pile material, a parameter describing the ability of the material to deform and recover when subjected to a force, and can be used to calculate the deformation and stress of the structure.
S32, setting a monitoring interval, constructing a real-time updated sectional area matrix and displacement matrix by using the node diameter and displacement, and displaying the time-dependent variation of the concrete pipe pile structure.
In the description of the invention, a monitoring interval is set, a cross-sectional area matrix and a displacement matrix which are updated in real time are constructed by utilizing the diameter of a node and the displacement, and the variation of the concrete pipe pile structure along with time is displayed, and the method comprises the following steps:
s321, setting a monitoring interval for the monitoring node, and periodically acquiring physical parameters of the pipe pile.
S322 at the firstjDuring the monitoring interval, utilize the firstiThe diameter of the node measured by each monitoring node is calculated, the sectional area of the concrete pipe pile structure of the plane of the monitoring node is calculated, and the sectional area of the j-th monitoring interval is subtractedj-1 cross-sectional area at monitoring interval gives real-time cross-sectional areaS ij 。
S323 in the first placejAt the monitoring interval, the firstiReal-time displacement between j-1 th monitoring intervals measured by each monitoring nodeD ij 。
S324, constructing a cross-sectional area matrix and a displacement matrix by utilizing the real-time cross-sectional area and the real-time displacement.
S325, calculating the change rate of each row and each column of numerical values in the sectional area matrix and the displacement matrix, and drawing a sectional area change curve and a displacement change curve.
For the cross-sectional area matrix and the displacement amount matrix, the numerical rate of change for each row and each column is calculated, respectively. And drawing a sectional area change curve and a displacement change curve by taking the calculated numerical change rate of each row and each column as an ordinate and taking time or monitoring intervals as an abscissa, and selecting a line graph or a curve graph to represent the change trend of the change rate with time. These curves can help to observe the cross-sectional area and displacement variations of the concrete tubular pile structure over different time periods. By analyzing the curves, the deformation and change conditions of the structure can be known, and whether prestress loss or other structural problems exist or not can be judged.
And S33, identifying and evaluating the prestress loss of the concrete tubular pile structure at the current monitoring interval by utilizing the physical parameters of the tubular pile to obtain the real-time prestress loss.
In the description of the invention, the concrete tubular pile structure prestress loss at the current monitoring interval is identified and evaluated by utilizing the physical parameters of the tubular pile, and the operation expression for obtaining the real-time prestress loss is as follows:
in the method, in the process of the invention,P j represent the firstjThe real-time prestress loss at intervals is monitored,P 0 indicating an initial loss of pre-stress,Tindicating the number of monitoring intervals that are to be performed,j=1，2，3，…，T，Kindicating the number of monitoring nodes,i=1，2，3，…，K，S ij represent the firstjThe first time of monitoring intervaliThe real-time cross-sectional area of each monitoring node,D ij represent the firstjThe first time of monitoring intervaliThe real-time displacement of each monitoring node,S 0 representing an initial section of a concrete pile structureThe area of the substrate is defined by the area,Cthe elastic modulus of the pipe pile is shown.
S4, taking the physical parameters of the steel bundles and the physical parameters of the pipe pile as input, constructing a virtual pipe pile model of the concrete pipe pile structure by utilizing a digital twin technology, and synchronously mapping the initial prestress loss and the real-time prestress loss to realize simulation, simulation and identification of the concrete pipe pile structure.
By means of digital twin technology, based on the collected physical parameters, a virtual model of the concrete pipe pile is constructed by using a suitable modeling method (such as a finite element model). The virtual model can simulate the structure, material characteristics and behavior of the concrete pipe pile in a computer. And synchronously mapping the initial prestress loss and other physical parameters obtained by previous calculation with corresponding parameters in the virtual model to ensure that the state of the virtual model is consistent with that of the actual concrete pipe pile.
And carrying out simulation and emulation of prestress loss based on the virtual model and parameters of synchronous mapping. By applying loading, variation or other conditions to the model, the variation in prestress loss under different conditions can be predicted, helping engineers understand the behavior of the structure. And finally, combining the simulation results of the actual monitoring data and the virtual model, and identifying and evaluating the real-time prestress loss. And comparing the simulation result of the virtual model with the actual monitoring data, and judging whether the structure has prestress loss or other problems.
Referring to fig. 2, there is also provided a system for identifying prestress loss of a concrete pipe pile structure, the system comprising:
the prestress steel beam measuring module 1 is used for carrying out nondestructive inspection by utilizing weak magnetic field measuring equipment and measuring steel beam physical parameters and initial prestress loss of the prestress steel beam.
And the distributed monitoring modules 2 are used for arranging distributed monitoring nodes to monitor the concrete pipe pile structure.
And the concrete pipe pile identification module 3 is used for measuring pipe pile physical parameters of the concrete pipe pile structure, monitoring real-time prestress variables of the concrete pipe pile structure by utilizing the monitoring nodes, and identifying and calculating the real-time prestress loss.
The digital twin model module 4 is used for taking the physical parameters of the steel bundles and the physical parameters of the pipe pile as input, constructing a virtual pipe pile model of the concrete pipe pile structure by utilizing a digital twin technology, and synchronously mapping the initial prestress loss and the real-time prestress loss to realize simulation, simulation and identification of the concrete pipe pile structure.
It should be understood that, although the steps in the flowcharts of the figures are shown in order as indicated by the arrows, these steps are not necessarily performed in order as indicated by the arrows. The steps are not strictly limited in order and may be performed in other orders, unless explicitly stated herein. Moreover, at least some of the steps in the flowcharts of the figures may include a plurality of sub-steps or stages that are not necessarily performed at the same time, but may be performed at different times, the order of their execution not necessarily being sequential, but may be performed in turn or alternately with other steps or at least a portion of the other steps or stages.
Claims (8)
1. The method for identifying the prestress loss of the concrete pipe pile structure is characterized by comprising the following steps of:
s1, carrying out secondary tensioning on a pre-stressed steel beam which is not poured, carrying out nondestructive inspection by using weak magnetic field measuring equipment, and measuring steel beam physical parameters and initial pre-stress loss of the pre-stressed steel beam;
s2, mounting and processing of a concrete pipe pile structure are implemented, and distributed monitoring nodes are arranged;
s3, measuring the physical parameters of the pipe pile of the concrete pipe pile structure, monitoring the real-time prestress variable of the concrete pipe pile structure by utilizing the monitoring nodes, and identifying and calculating the real-time prestress loss;
s4, taking the steel beam physical parameters and the pipe pile physical parameters as input, constructing a virtual pipe pile model of the concrete pipe pile structure by utilizing a digital twin technology, and synchronously mapping the initial prestress loss and the real-time prestress loss to realize simulation, simulation and identification of the concrete pipe pile structure;
the method for measuring the physical parameters of the pipe pile of the concrete pipe pile structure, monitoring the real-time prestress variable of the concrete pipe pile structure by utilizing the monitoring node, and identifying and calculating the real-time prestress loss comprises the following steps:
s31, taking the acquired pipe pile length, compressive strength, pipe pile elastic modulus, node diameter and displacement at each monitoring node of the concrete pipe pile structure as physical parameters of the pipe pile;
s32, setting a monitoring interval, constructing a real-time updated sectional area matrix and a displacement matrix by using the node diameter and the displacement, and displaying the time-dependent variation of the concrete pipe pile structure;
s33, identifying and evaluating the prestress loss of the concrete tubular pile structure at the current monitoring interval by utilizing the physical parameters of the tubular pile to obtain real-time prestress loss;
the monitoring interval is set, a real-time updated sectional area matrix and a displacement matrix are constructed by utilizing the node diameter and the displacement, and the variation of the concrete pipe pile structure along with time is displayed, wherein the method comprises the following steps:
s321, setting a monitoring interval for the monitoring node, and periodically acquiring the physical parameters of the pipe pile;
s322 at the firstjUsing the first one of said monitoring intervalsiThe diameter of the node measured by the monitoring node is calculated, the sectional area of the concrete pipe pile structure of the plane of the monitoring node is calculated, and the sectional area of the j monitoring interval is subtracted by the jj-the cross-sectional area at 1 of said monitoring intervals yields a real-time cross-sectional areaS ij ；
S323 in the first placejAt each of the monitoring intervals, the firstiThe real-time displacement between the j-1 th monitoring interval of the distance measured by each monitoring nodeD ij ；
S324, constructing a cross-sectional area matrix and a displacement matrix by utilizing the real-time cross-sectional area and the real-time displacement;
s325, calculating the change rate of each row and each column of numerical values in the sectional area matrix and the displacement matrix, and drawing a sectional area change curve and a displacement change curve.
2. The method for identifying the prestress loss of the concrete pipe pile structure according to claim 1, wherein the secondary tensioning of the non-poured prestress steel bundles is performed, nondestructive inspection is performed by using weak magnetic field measuring equipment, and the steel bundle physical parameters and the initial prestress loss of the prestress steel bundles are measured, and the method comprises the following steps:
s11, measuring the initial length, the initial diameter, the initial sectional area, the initial anchoring length, the initial stress and the steel strand material characteristics of the non-poured prestressed steel strand, and taking the initial length, the initial diameter, the initial sectional area, the initial anchoring length, the initial stress and the steel strand material characteristics as initial steel strand physical parameters;
s12, carrying out primary tensioning on the prestress steel beam by utilizing tensioning equipment, measuring primary tension, holding the load for a fixed period of time, and carrying out secondary tensioning by utilizing a prestress adjusting anchor to realize prestress control;
s13, measuring the stretching length, stretching diameter, stretching sectional area, stretching anchoring length, stretching stress and steel strand material characteristics of the prestressed steel strand after secondary stretching, and taking the stretching length, stretching diameter, stretching sectional area, stretching anchoring length, stretching stress and steel strand material characteristics as stretching steel strand physical parameters;
s14, numbering the prestressed steel bundles, performing nondestructive inspection on each prestressed steel bundle after tensioning by using weak magnetic field measurement equipment, and marking the steel bundle parts with defects;
s15, calculating the prestress loss of the prestress steel beam after secondary tensioning is completed according to the initial steel beam physical parameters and the tensioning steel beam physical parameters, and taking the prestress loss as an initial prestress loss.
3. The method for identifying the prestress loss of the concrete pipe pile structure according to claim 2, wherein the steps of performing primary tensioning on the prestress steel beam by using tensioning equipment, measuring the primary tension, holding the load for a fixed period of time, and performing secondary tensioning by using a prestress adjusting anchor to realize prestress control comprise the following steps:
s121, installing one end of the prestress steel beam in a prestress adjusting anchorage device, tensioning the other end of the prestress steel beam for one time by using tensioning equipment, and measuring the primary tension after one time tensioning;
s122, measuring the diameter and the sectional area of the prestressed steel strand in the tensioning process in real time, and calculating the real-time tensioning control stress of the prestressed steel strand by utilizing the primary tension and the sectional area;
s123, holding the load for five minutes until the real-time tension control stress reaches 1.05 times of the preset tension control stress, and then stretching the tension equipment to 1.0 times of the preset tension control stress;
s124, measuring the current sectional area and stress of the prestress steel beam again, and adjusting the tension of the prestress steel beam to be 1.0 times of the accurate preset tension control stress by utilizing the prestress adjusting anchor.
4. A method for identifying prestress loss of a concrete pipe pile structure according to claim 3, wherein the prestress adjusting anchor is a combination of a prestress bolt and a prestress nut, the prestress bolt is connected with a sleeve, the prestress steel beam is inserted into the sleeve to be fixedly connected, the prestress nut is horizontally arranged on the bottom plane of the pipe pile structure, the prestress steel beam is changed by adjusting the rotation number of the prestress nut, the tension force of the prestress steel beam in the vertical direction is changed, and the calculation expression of the rotation adjustment of the prestress nut is as follows:；
in the method, in the process of the invention,Nindicating the number of turns of the adjustment rotation of the prestressed nut;
Fa numerical value representing a preset tension control stress;
Rrepresenting torque to rotate the prestressed nut;
Drepresenting the thread major diameter of the prestressed nut;
drepresenting the minor diameter of the thread of the prestressed nut;
uthe friction coefficient of the prestressed nut and the prestressed bolt is represented;
Lrepresenting the initial length of the prestressed steel strand;
Prepresenting the pitch of the prestressed nut;
G 1 representing the cross-sectional area of the prestressed steel strand;
G 2 representing the sleeve cross-sectional area;
E 1 representing the elastic modulus of the prestressed steel bundle;
E 2 representing the modulus of elasticity of the sleeve.
5. The method for identifying the prestress loss of a concrete pipe pile structure according to claim 4, wherein the step of numbering the prestress steel bundles, performing nondestructive inspection on each prestressed steel bundle after tensioning by using weak magnetic field measuring equipment, and marking the steel bundle part with defects comprises the following steps:
s141, assigning independent numbers for each prestress steel beam, and establishing three-dimensional space coordinates by taking the midpoint of a plane where the prestress adjusting anchor is located as an origin;
s142, sequentially sleeving weak magnetic field measuring equipment on the outer side of each prestress steel beam, lifting the prestress steel beams upwards at a constant speed, and carrying out nondestructive inspection on the outer surfaces of the prestress steel beams by utilizing a magnetic flux leakage detection principle;
s143, when the weak magnetic field measuring equipment detects the magnetic leakage signal and the numerical value is smaller than a safety threshold, the weak damage of the part corresponding to the prestress steel beam is indicated, the height of the part from the origin of coordinates is obtained for marking, when the weak magnetic field measuring equipment detects the magnetic leakage signal and the numerical value is larger than or equal to the safety threshold, the serious damage of the part corresponding to the prestress steel beam is indicated, the height of the part from the origin of coordinates is obtained for early warning reminding, and when the weak magnetic field measuring equipment does not detect the magnetic leakage signal, the part corresponding to the prestress steel beam is indicated to be undamaged;
s144, obtaining all marks with slight damage to the prestressed steel bundles, and recording the number and the height of the prestressed steel bundles where each mark is located as mark position coordinates.
6. A method for identifying prestress loss of a concrete pipe pile structure according to claim 2, wherein the performing of the installation process of the concrete pipe pile structure and arranging distributed monitoring nodes comprises the steps of:
s21, placing the prepared concrete materials and the corresponding prestress steel bundles into a die, and preparing a formed concrete pipe pile structure by using a concrete pipe pile preparation process;
s22, acquiring the number M of all marked position coordinates existing in the concrete pipe pile structure;
and S23, if the value of the number M is smaller than the preset number A, arranging monitoring nodes at the marked position coordinates in the concrete pipe pile structure, arranging B monitoring nodes which are arranged at equal intervals in other areas of the concrete pipe pile structure, and if the value of the number M is larger than the preset number A, arranging the monitoring nodes at the marked position coordinates of the concrete pipe pile structure.
7. The method for identifying the prestress loss of a concrete pipe pile structure according to claim 6, wherein the method for identifying and evaluating the prestress loss of the concrete pipe pile structure at the current monitoring interval by using the physical parameters of the pipe pile is characterized in that the calculation expression for obtaining the real-time prestress loss is as follows:；
in the method, in the process of the invention,P j represent the firstjMonitoring real-time prestress loss at intervals；
P 0 Representing an initial prestress loss;
Tindicating the number of monitoring intervals that are to be performed,j=1，2，3，…，T；
Kindicating the number of monitoring nodes,i=1，2，3，…，K；
S ij represent the firstjThe first time of monitoring intervaliReal-time cross-sectional areas of the individual monitoring nodes;
D ij represent the firstjThe first time of monitoring intervaliMonitoring real-time displacement of the nodes;
S 0 representing an initial cross-sectional area of the concrete pipe pile structure;
Cthe elastic modulus of the pipe pile is shown.
8. A system for identifying the prestress loss of a concrete pipe pile structure, which is used for realizing the method for identifying the prestress loss of the concrete pipe pile structure according to any one of claims 1-7, and is characterized in that the system comprises:
the prestress steel beam measuring module is used for carrying out nondestructive inspection by utilizing weak magnetic field measuring equipment and measuring steel beam physical parameters and initial prestress loss of the prestress steel beam;
the distributed monitoring module is used for arranging distributed monitoring nodes to monitor the concrete pipe pile structure;
the concrete pipe pile identification module is used for measuring pipe pile physical parameters of the concrete pipe pile structure, monitoring real-time prestress variables of the concrete pipe pile structure by utilizing the monitoring nodes, and identifying and calculating real-time prestress loss;
and the digital twin model module is used for taking the steel beam physical parameters and the pipe pile physical parameters as input, constructing a virtual pipe pile model of the concrete pipe pile structure by utilizing a digital twin technology, and synchronously mapping the initial prestress loss and the real-time prestress loss to realize simulation, simulation and identification of the concrete pipe pile structure.
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