Cooperative regulation and treatment method for differential settlement spectral density energy flow of high-rise building

Abstract

The invention discloses a cooperative regulation and treatment method for differential settlement spectral density energy flow of a high-rise building. According to the method, through calculation of real-time disturbance spectral density energy analysis and cooperative regulation and control with anchor rod pile reinforcement, the joint influence of deformation, internal force and energy is fully considered, accurate monitoring and disposal of three-dimensional differential settlement of the high-rise building are achieved, and further, the real-time settlement amount and real-time disturbance spectral density energy distribution are calculated based on the real-time settlement amount and the real-time disturbance spectral density energy distribution. By optimizing the pile cutting / jacking scheme and adjusting the anchor rod pile pressure, uniform distribution of disturbance spectrum density energy of the high-rise building can be ensured, and no energy concentration phenomenon is ensured, so that the problem that the three-dimensional deformation and stress state cannot be globally sensed in the traditional technology is solved; and through real-time disturbance spectrum density energy distribution quantification and accurate regulation and control, secondary damage of the high-rise building during deviation rectification is avoided, the safety and reliability of deviation rectification engineering are remarkably improved, and remarkable practicability and huge economic benefits are achieved.

Description

Technical Field

[0001] The present invention specifically relates to a method for coordinated regulation and disposal of differential sedimentation spectral density energy flow in high-rise buildings. Background Art

[0002] With the rapid development of urbanization in my country, a large number of high-rise buildings have been built intensively in the past decade. High-rise buildings are prone to tilting due to their heavy weight, high center of gravity, complex foundation conditions, and insufficient survey, design, and construction quality control. In addition, changes in building loads, disturbances from adjacent construction projects, and natural disasters also exacerbate the risk of tilting. Once a high-rise building tilts, correcting the tilt is difficult and costly. However, compared to demolition and reconstruction, correction is significantly more economical and meets the needs of a green, low-carbon, and resource-saving society. Therefore, correction and reinforcement technology has emerged.

[0003] Currently, the core goal of correction projects is to reduce the inclination rate of high-rise buildings to the national standard threshold. However, traditional correction technologies such as forced landing, lifting, or a combination of the two still have the following limitations:

[0004] 1. The forced landing method has low control accuracy on the settlement rate and direction, which is easy to induce secondary uneven settlement;

[0005] Second, the lifting method requires cutting the force transmission path of the structure, which may cause secondary damage, and the reaction force system is costly and risky;

[0006] Third, whether it is the forced landing method, the lifting method, or a combination of the two, it can only capture structural settlement, tilt and cracks when correcting deviations, and cannot simultaneously consider the three-dimensional (horizontal and vertical) deformation, internal force distribution and energy transfer path of high-rise buildings;

[0007] At the same time, since the essence of differential settlement is spatial non-uniform deformation, the above situations will cause the existing correction and reinforcement technology to lack global perception of the three-dimensional deformation, stress state and energy distribution of the structure when correcting high-rise buildings, making it difficult to achieve precise control. It is easy to cause a sharp increase in the axial force of vertical components or even tensile stress, resulting in energy concentration, leading to hidden dangers such as structural cracks and reduced durability in high-rise buildings.

[0008] Therefore, it is necessary to invent a method for coordinated regulation and disposal of energy flow of differential sedimentation spectral density of high-rise buildings to solve the above problems. Summary of the Invention

[0009] The purpose of the present invention is to provide a method for coordinated regulation and disposal of differential settlement spectral density energy flow of high-rise buildings. By calculating real-time disturbance spectral density energy analysis and coordinated regulation with anchor pile reinforcement, the combined influence of deformation, internal force and energy is fully considered, and accurate monitoring and disposal of three-dimensional differential settlement of high-rise buildings is achieved. Furthermore, based on real-time settlement and real-time disturbance spectral density energy distribution, the cut / top pile scheme is optimized and the anchor pile pressure is adjusted, which can ensure that the disturbance spectral density energy of the high-rise building is evenly distributed and there is no energy concentration phenomenon, thereby solving the problem that traditional technology cannot globally perceive three-dimensional deformation and stress state. It also avoids secondary damage to high-rise buildings during correction through real-time disturbance spectral density energy distribution quantification and precise regulation, significantly improving the safety and reliability of the correction project, with significant practicality and huge economic benefits, so as to solve the above-mentioned shortcomings in the technology.

[0010] To achieve the above objectives, the present invention provides the following technical solution: a method for collaboratively regulating and treating differential sedimentation spectral density energy flow in high-rise buildings, comprising the following steps:

[0011] Step 1: Use the global navigation satellite system to monitor the three-dimensional deformation data of high-rise buildings in real time to obtain real-time settlement and real-time tilt rate;

[0012] Step 2: Arrange strain gauges on the vertical load-bearing components of the ground floor of the high-rise building to collect real-time strain values;

[0013] Step 3: Establish a high-rise building differential settlement calculation model 1 based on the real-time settlement, real-time tilt rate, and real-time strain value;

[0014] Step 4: Based on the high-rise building differential settlement calculation model 1, determine the number of anchor piles for reinforcing the foundation of the high-rise building and reinforce the high-rise building with anchor piles;

[0015] Step 5: Based on the initial strain of the bottom vertical load-bearing components of the high-rise building and the initial actual value of the vertical load, the high-rise building differential settlement calculation model 1 is modified to obtain the high-rise building differential settlement calculation model 2;

[0016] Step 6: In the high-rise building differential settlement calculation model 2, calculate the real-time disturbance spectrum density energy distribution of each vertical and horizontal component of the high-rise building under disturbance excitation.

[0017] Step 7: Based on the real-time settlement and the real-time disturbance spectrum density energy distribution, determine the truncated / topped pile scheme, and modify the high-rise building differential settlement calculation model 2 to obtain the high-rise building differential settlement calculation model 3;

[0018] Step 8: Based on the real-time strain value, in the high-rise building differential settlement calculation model 3, calculate the real-time axial force value and real-time disturbance spectrum density energy distribution of the vertical load-bearing components, and fine-tune the pile sealing pressure value;

[0019] Step 9: Continuously monitor the high-rise building and collect the real-time disturbance spectrum density energy distribution and real-time settlement multiple times until it is confirmed that the settlement of the high-rise building is stable and there is no abnormal fluctuation in the disturbance spectrum density energy distribution.

[0020] In the aforementioned method for coordinated regulation and treatment of differential sedimentation spectral density energy flow of high-rise buildings, in step 1, the global navigation satellite system is set to a dual-frequency multi-system receiver, and the dual-frequency multi-system receiver supports Beidou, GPS, and GLONASS signals, and the preset standard threshold of the tilt rate is 0.001-0.003.

[0021] In the aforementioned high-rise building differential settlement spectral density energy flow coordinated control treatment method, in step 2, the vertical load-bearing components are frame columns and shear walls;

[0022] The vibrating wire strain gauge is configured as a vibrating wire strain gauge, a fiber Bragg grating strain gauge or a resistance strain gauge;

[0023] The strain gauges are evenly distributed on the bottom vertical load-bearing members, and the number of strain gauges on each bottom vertical load-bearing member is not less than 3.

[0024] In the aforementioned high-rise building differential settlement spectral density energy flow coordinated control treatment method, in step 4, based on the high-rise building differential settlement calculation model 1, the number of anchor piles for the foundation reinforcement of the high-rise building is determined, and the anchor piles are reinforced on the high-rise building. The specific steps are as follows:

[0025] 4.1. Determine the number of anchor piles required for foundation reinforcement of high-rise buildings based on the geological report indicators, real-time settlement, real-time settlement rate, real-time inclination rate, and vertical load design value of the high-rise building;

[0026] 4.2. Anchor piles are used to reinforce high-rise buildings, and pre-load pressure is used to temporarily seal the piles to ensure that the settlement rate of high-rise buildings remains relatively stable.

[0027] In the aforementioned coordinated regulation and treatment method for the energy flow of differential settlement spectral density of high-rise buildings, in step 4.1, the process of obtaining the design value of the vertical load is as follows: based on the design information of the high-rise building, combined with its dead load, live load, and additional load values, the load transfer is calculated layer by layer from the top to the bottom using the layered superposition method, and the vertical load design values ​​of the frame columns and shear walls on each floor can be obtained.

[0028] In the aforementioned high-rise building differential settlement spectral density energy flow coordinated control treatment method, in step 5, based on the initial strain values ​​of the vertical load-bearing components at the bottom floor of the high-rise building and the initial actual values ​​of the vertical loads, the high-rise building differential settlement calculation model 1 is modified to obtain the high-rise building differential settlement calculation model 2. The specific steps are as follows:

[0029] 5.1. Using the stress release method, stress is released by drilling holes locally. The changes in strain values ​​before and after drilling are measured to infer the initial strain values ​​of the vertical load-bearing components at the bottom of the high-rise building.

[0030] 5.2. Calculate the initial actual value of the vertical load on the bottom-level vertical load-bearing components of a high-rise building based on the initial strain value and the actual concrete strength value;

[0031] 5.3. Based on the initial strain value and the actual initial value of the vertical load, the high-rise building differential settlement calculation model 2 is modified to obtain the high-rise building differential settlement calculation model 2.

[0032] In the aforementioned coordinated control and treatment method for high-rise building differential settlement spectral density energy flow, in step 6, in the high-rise building differential settlement calculation model 2, the real-time disturbance spectral density energy distribution of each vertical and horizontal component of the high-rise building under disturbance excitation is calculated. The specific steps are as follows:

[0033] 6.1. Obtaining the disturbance strain response ε based on the second high-rise building differential settlement calculation model h and the disturbance excitation p k ;

[0034] Among them, the disturbance excitation p k It is the multi-directional white noise excitation input into the high-rise building differential settlement calculation model 2;

[0035] 6.2. The disturbance strain response ε h and the disturbance excitation p k Divide into K segments to obtain ε h,i (t) and p k,i (t);

[0036] 6.3. For ε h,i (t) and p k,i (t) is windowed to obtain and The specific formula is as follows:

[0037]

[0038] in, is the strain response of the i-th disturbance after windowing;

[0039] is the i-th disturbance excitation after windowing;

[0040] w(t) is a window function, which is set as a Hanning window, a rectangular window, a Hamming window or a Blackman window;

[0041] p k,i (t) is the i-th segment of disturbance excitation;

[0042] k is a disturbance excitation point;

[0043] h is a disturbance strain response measurement point;

[0044] π is a circular constant;

[0045] t is time;

[0046] wherein the i-th segment of signal includes and with the same signal length;

[0047] 6.4, calculate the energy normalization factor U of the window function based on w(t), and the specific formula is as follows:

[0048]

[0049] wherein L is the length of the i-th segment of signal;

[0050] 6.5, calculate and based on and U, and the specific formula is as follows:

[0051]

[0052] wherein f s is a sampling frequency, and f s = 100 Hz;

[0053] is the i-th segment of ; is the i-th segment of ;

[0054] is the i-th segment of ;

[0055] Ω is a frequency domain;

[0056] e is a natural constant;

[0057] j is an imaginary unit;

[0058] * is a complex conjugate;

[0059] 6.6, average the total number of segments of and , and calculate and respectively, and the specific formula is as follows:

[0060]

[0061] in, is the disturbance excitation p k and the disturbance strain response ε h The average unilateral cross-spectral density function between ;

[0062] The motivational force p k The average one-sided autospectral density function of

[0063] K is and The total number of segments is the same as the number of segments;

[0064] 6.7 Based on and Calculate the real-time disturbance spectral density energy distribution The specific formula is as follows:

[0065]

[0066] Wherein, l is the length of the vertical bearing member.

[0067] In the aforementioned coordinated control and treatment method for high-rise building differential settlement spectral density energy flow, in step 7, based on the real-time settlement amount and the real-time disturbance spectral density energy distribution, the pile cutting / capping scheme is determined, and the high-rise building differential settlement calculation model 2 is modified to obtain the high-rise building differential settlement calculation model 3. The specific process is as follows:

[0068] 7.1. Cut the lower piles in the areas with low real-time disturbance spectrum density energy distribution and small settlement;

[0069] 7.2. Carry out pile lifting in the lower part of the area with high real-time disturbance spectrum density energy distribution and large settlement;

[0070] 7.3. Based on the real-time settlement, real-time inclination, and real-time strain values ​​measured during the pile cutting / capping process, modify the material parameters, geometric parameters, load distribution, and boundary conditions of the high-rise building differential settlement calculation model 2 until the calculated strain values ​​of the vertical load-bearing components at the bottom of the high-rise building are consistent with the real-time measured values, thus obtaining the high-rise building differential settlement calculation model 3.

[0071] 7.4. During the pile cutting / capping process, the high-rise building differential settlement calculation model 3 is used to calculate the real-time disturbance spectrum density energy distribution of the high-rise building under disturbance excitation. Based on the real-time disturbance spectrum density energy distribution, the pile cutting / capping scheme is adjusted in real time until the inclination rate is less than 0.002.

[0072] The aforementioned high-rise building differential settlement spectrum density energy flow collaborative regulation treatment method, based on real-time strain values, calculates the real-time axial force value of the vertical bearing member and the real-time disturbance spectrum density energy distribution in the third high-rise building differential settlement calculation model, and fine-tunes the pile sealing pressure value of the anchor rod: specifically,

[0073] Based on real-time strain values, the real-time axial force value of the vertical bearing member is calculated in the third high-rise building differential settlement calculation model, the disturbance excitation is input to calculate the disturbance spectrum density energy distribution, to guide the determination of the adjustment scheme in real time, and then the pile sealing pressure value of the anchor rod is fine-tuned through the hydraulic servo system, the pile sealing pressure value of the lower pile in the high real-time disturbance spectrum density energy area is reduced, until the real-time axial force value of the vertical bearing member is consistent with the vertical load design value;

[0074] The calculation formula of the real-time axial force value N of the vertical bearing member is:

[0075] N = N0 + EAε

[0076] Wherein, N0 is the initial value of the vertical load,

[0077] E is the material elastic modulus,

[0078] A is the cross-sectional area of the vertical bearing member,

[0079] And ε is the real-time strain value measured by the strain gauge.

[0080] The aforementioned high-rise building differential settlement spectrum density energy flow collaborative regulation treatment method, in step 9, the monitoring time is 72h, and the collection time is every 10min.

[0081] Compared with the prior art, the beneficial effects of the present application are:

[0082] 1、The present application realizes the accurate monitoring and treatment of the three-dimensional differential settlement of high-rise buildings by calculating the real-time disturbance spectrum density energy and cooperating with the anchor rod reinforcement, fully considering the joint influence of deformation, internal force and energy;

[0083] 2、The global navigation satellite system is used to realize the real-time monitoring of the three-dimensional deformation of high-rise buildings, and based on the third high-rise building differential settlement calculation model and the strain gauge, that is, through the high-rise building inclination monitoring and strain measurement of a small number of components, the internal force and energy distribution state of each component of the high-rise building can be accurately captured, providing a scientific basis for the collaborative regulation and treatment of the three-dimensional differential settlement of high-rise buildings;

[0084] 3、Based on the real-time settlement and real-time disturbance spectrum density energy distribution, the pile scheme is optimized and the anchor rod pressure is adjusted, which can ensure the uniform distribution of the disturbance spectrum density energy of the high-rise building and ensure that there is no energy concentration phenomenon.

[0085] 4. The present invention not only solves the problem that traditional technologies cannot globally perceive three-dimensional deformation and stress states, but also avoids secondary damage to high-rise buildings during correction through real-time quantification and precise control of disturbance spectral density energy distribution, significantly improving the safety and reliability of correction projects, and has significant practicality and huge economic benefits. BRIEF DESCRIPTION OF THE DRAWINGS

[0086] In order to more clearly illustrate the embodiments of the present application or the technical solutions in the prior art, the following briefly introduces the drawings required for use in the embodiments. Obviously, the drawings described below are only some embodiments described in the present invention. For ordinary technicians in this field, other drawings can also be obtained based on these drawings.

[0087] Figure 1 Flowchart of the present invention. DETAILED DESCRIPTION

[0088] In order to enable those skilled in the art to better understand the technical solution of the present invention, the present invention will be further described in detail below with reference to the accompanying drawings.

[0089] The present invention provides Figure 1 A method for collaboratively regulating and treating differential precipitation spectral density energy flow in a high-rise building is shown, comprising the following steps:

[0090] Step 1: Use the global navigation satellite system to monitor the three-dimensional deformation data of high-rise buildings in real time to obtain real-time settlement and real-time tilt rate;

[0091] The global navigation satellite system is configured as a dual-frequency multi-system receiver, and the dual-frequency multi-system receiver supports BeiDou, GPS, and GLONASS signals;

[0092] Among them, the preset standard threshold of the tilt rate is 0.001-0.003;

[0093] In this step 1, the reliability and accuracy of high-rise building monitoring data can be improved through the use of global navigation satellite system positioning technology. At the same time, the dual-frequency signal can effectively eliminate ionospheric delay errors, ensuring that monitoring data can still be stably obtained in complex environments.

[0094] Step 2: Arrange strain gauges on the vertical load-bearing components of the ground floor of the high-rise building to collect real-time strain values;

[0095] Wherein, the vertical load-bearing components are frame columns and shear walls;

[0096] The vibrating wire strain gauge is configured as a vibrating wire strain gauge, a fiber Bragg grating strain gauge or a resistance strain gauge;

[0097] The strain gauges are evenly distributed on the bottom vertical load-bearing members, and the number of strain gauges on each bottom vertical load-bearing member is not less than 3;

[0098] In this step 2, through multi-point distributed strain monitoring, a comprehensive perception of the internal force state of key load-bearing components of high-rise buildings can be achieved.

[0099] Step 3: Establish a high-rise building differential settlement calculation model 1 based on the real-time settlement, real-time tilt rate, and real-time strain value;

[0100] Among them, the high-rise building differential settlement calculation model is a finite element model prototype, a multi-degree-of-freedom calculation model, a finite element model, a boundary element model or an artificial intelligence model;

[0101] In this step 3, a high-rise building differential settlement calculation model 1 is established through the real-time settlement and real-time tilt rate monitored by the global navigation satellite system, and the real-time strain value monitored by the strain gauge. Then, the high-rise building differential settlement calculation model 1 is used to guide the differential settlement, forming a complete "monitoring-analysis-guidance" closed-loop control chain, which can improve the accuracy of the calculation results.

[0102] Step 4: Based on the high-rise building differential settlement calculation model 1, determine the number of anchor piles for reinforcing the foundation of the high-rise building and reinforce the high-rise building with anchor piles. The specific steps are as follows:

[0103] 4.1. Determine the number of anchor piles required for foundation reinforcement of high-rise buildings based on the geological report indicators, real-time settlement, real-time settlement rate, real-time inclination rate, and vertical load design value of the high-rise building;

[0104] The process of obtaining the vertical load design value is as follows: based on the design information of the high-rise building, combined with its dead load, live load and additional load values, the load transfer is calculated layer by layer from the top to the bottom using the layered superposition method, and the vertical load design value of the frame columns and shear walls on each floor can be obtained;

[0105] 4.2. Anchor pile reinforcement is carried out on high-rise buildings, and pre-load pressure is used to temporarily seal the piles to ensure that the settlement rate of high-rise buildings remains relatively stable;

[0106] In step 4.1, load the vertical load in stages, ranging from 80% to 120% of the design value, in four steps, with each step adding 20%. During the loading process, monitor the displacement of the anchor pile in real time. If the displacement change rate exceeds the limit, suspend loading and correct the pressure value.

[0107] In this step 4, the layered superposition method is used to accurately capture the vertical transfer path of the high-rise building load, ensuring the reliability of the design load calculation of each layer of components. Through a comprehensive evaluation of multiple parameters such as settlement, inclination rate, geological conditions, etc., the economy and effectiveness of the reinforcement plan are ensured. The use of incremental staged loading of the design load can effectively control the foundation deformation rate and avoid stress concentration and foundation disturbance caused by one-time loading.

[0108] Among them, the layered superposition method is a calculation method used for internal force analysis of complex frames in structural engineering. It is particularly suitable for vertical load transfer calculations of high-rise building frame structures. The core idea is to decompose the overall frame into multiple independent rigid frame units, and then superimpose them through layered calculations to finally obtain the internal force distribution of the overall structure. This is an existing technology and will not be described in detail here for the sake of space.

[0109] Step 5: Based on the initial strain values ​​of the vertical load-bearing components at the bottom of the high-rise building and the initial actual values ​​of the vertical loads, the high-rise building differential settlement calculation model 1 is modified to obtain the high-rise building differential settlement calculation model 2. The specific steps are as follows:

[0110] 5.1. Using the stress release method, stress is released by drilling holes locally. The changes in strain values ​​before and after drilling are measured to infer the initial strain values ​​of the vertical load-bearing components at the bottom of the high-rise building.

[0111] 5.2. Calculate the initial actual value of the vertical load on the bottom-level vertical load-bearing components of a high-rise building based on the initial strain value and the actual concrete strength value;

[0112] 5.3. Based on the initial strain value and the actual initial value of the vertical load, the high-rise building differential settlement calculation model 2 is modified to obtain the high-rise building differential settlement calculation model 2;

[0113] In this step 5, the high-rise building differential settlement calculation model 1 was modified by measuring the initial strain value and the actual initial value of the vertical load, thereby improving the accuracy in subsequent use;

[0114] Among them, the stress release method is an experimental technology that measures and inverts the initial stress by locally changing the structural stress state. In the initial strain measurement of the vertical load-bearing components on the bottom floor of high-rise buildings, it specifically refers to a method of releasing the stress inside the components through local drilling, and using the changes in the strain values ​​before and after drilling to infer the initial stress. This is an existing technology and will not be described in detail here for the sake of space.

[0115] Step 6: In the high-rise building differential settlement calculation model 2, calculate the real-time disturbance spectrum density energy distribution of each vertical and horizontal component of the high-rise building under disturbance excitation. The specific steps are as follows:

[0116] 6.1. Obtaining the disturbance strain response ε based on the second high-rise building differential settlement calculation modelh and the disturbance excitation p k ;

[0117] Among them, the disturbance excitation p k It is the multi-directional white noise excitation input into the high-rise building differential settlement calculation model 2;

[0118] 6.2. The disturbance strain response ε h and the disturbance excitation p k Divide into K segments to obtain ε h,i (t) and p k,i (t);

[0119] 6.3. For ε h,i (t) and p k,i (t) is windowed to obtain and The specific formula is as follows:

[0120]

[0121] in, is the strain response of the i-th disturbance after windowing;

[0122] is the i-th disturbance excitation after windowing;

[0123] w(t) is the window function, which can be set to Hanning window, rectangular window, Hamming window, or Blackman window;

[0124] p k,i (t) is the disturbance excitation of the i-th segment;

[0125] k is the disturbance excitation point;

[0126] h is the disturbance strain response measurement point;

[0127] π is the ratio of the circumference of a circle to its circumference;

[0128] t is time;

[0129] Among them, the i-th segment signal includes and Their signal lengths are the same;

[0130] 6.4. Calculate the energy normalization factor U of the window function based on w(t). The specific formula is as follows:

[0131]

[0132] Where L is the length of the i-th signal segment;

[0133] 6.5 Based on and And U is calculated and The specific formula is as follows:

[0134]

[0135]

[0136] Among them, f s is the sampling frequency, and f s =100Hz;

[0137] for the i-th paragraph of

[0138] for the i-th paragraph of

[0139] Ω is the frequency domain;

[0140] e is a natural constant;

[0141] j is the imaginary unit;

[0142] * is complex conjugate;

[0143] 6.6, average and The total number of segments is calculated separately. and The specific formula is as follows:

[0144]

[0145] in, is the disturbance excitation p k and the disturbance strain response ε h The average unilateral cross-spectral density function between ;

[0146] The motivational force p k The average one-sided autospectral density function of

[0147] K is and The total number of segments is the same as the number of segments;

[0148] 6.7 Based on and Calculate the real-time disturbance spectral density energy distribution The specific formula is as follows:

[0149]

[0150] Wherein, l is the length of the vertical bearing member;

[0151] In this step 6, the disturbance spectrum density energy is an energy indicator obtained by integrating the spectral density function of the disturbance strain response in the frequency domain. It can effectively capture the effects of multi-directional and multi-band disturbance excitation. The real-time disturbance spectrum density energy distribution of each vertical and horizontal component calculated by the high-rise building differential settlement calculation model 2 can accurately characterize the state of the building components. The jacking sequence and jacking force of different components can be determined by the disturbance spectrum density energy distribution, ensuring that all building components are in good condition during construction and avoiding the problem of component damage due to energy concentration.

[0152] Step 7: Based on the real-time settlement and the real-time disturbance spectrum density energy distribution, determine the truncated / topped pile scheme, and modify the high-rise building differential settlement calculation model 2 to obtain the high-rise building differential settlement calculation model 3. The specific process is as follows:

[0153] 7.1. Cut the lower piles in the areas with low real-time disturbance spectrum density energy distribution and small settlement;

[0154] 7.2. Carry out pile lifting in the lower part of the area with high real-time disturbance spectrum density energy distribution and large settlement;

[0155] 7.3. Based on the real-time settlement, real-time inclination, and real-time strain values ​​measured during the pile cutting / capping process, modify the material parameters, geometric parameters, load distribution, and boundary conditions of the high-rise building differential settlement calculation model 2 until the calculated strain values ​​of the vertical load-bearing components at the bottom of the high-rise building are consistent with the real-time measured values, thus obtaining the high-rise building differential settlement calculation model 3.

[0156] 7.4. During the pile cutting / capping process, use the high-rise building differential settlement calculation model 3 to calculate the real-time perturbation spectral density energy distribution of the high-rise building under perturbation excitation. Based on the real-time perturbation spectral density energy distribution, adjust the pile cutting / capping scheme in real time until the inclination rate is less than 0.002;

[0157] In step 7, the material parameters, geometric parameters, load distribution, and boundary conditions of the high-rise building differential settlement calculation model 2 are modified in real time based on the constantly changing real-time strain values ​​measured during the cut / top pile construction process. This results in the high-rise building differential settlement calculation model 3, which can further improve the accuracy and reliability of the calculation results.

[0158] The real-time disturbance spectrum density energy distribution calculated by the model is used to determine different cutting / jacking pile sequences and lifting forces, ensuring that all building components are in good condition during construction, avoiding damage to components due to energy concentration, and ensuring that the real-time disturbance spectrum density energy distribution is uniform and there is no energy concentration.

[0159] Step 8: Based on the real-time strain value, in the high-rise building differential settlement calculation model 3, calculate the real-time axial force value and real-time disturbance spectrum density energy distribution of the vertical load-bearing components, and fine-tune the anchor pile sealing pressure value. Specifically:

[0160] Based on real-time strain values, in the high-rise building differential settlement calculation model three, the real-time axial force values ​​of the vertical load-bearing components are calculated, and the disturbance excitation is input to calculate the disturbance spectrum density energy distribution. This provides real-time guidance for determining the adjustment plan. Subsequently, the hydraulic servo system is used to fine-tune the sealing pressure of the anchor piles, reducing the sealing pressure of the lower piles in the area with high real-time disturbance spectrum density energy until the real-time axial force values ​​of the vertical load-bearing components are consistent with their vertical load design values.

[0161] The calculation formula for the real-time axial force value N of the vertical bearing member is:

[0162] N=N0+EAε

[0163] Among them, N0 is the initial value of vertical load,

[0164] E is the elastic modulus of the material,

[0165] A is the cross-sectional area of ​​the vertical load-bearing member,

[0166] ε is the real-time strain value measured by the strain gauge;

[0167] In step 8, the anchor pile sealing pressure is fine-tuned by capturing the energy distribution of the disturbance spectrum density to ensure that the real-time axial force of the vertical load-bearing member meets the requirements. This ensures that all building components are in good condition during construction and avoids damage to the components due to energy concentration.

[0168] Step 9: Continuously monitor the high-rise building and collect real-time disturbance spectrum density energy distribution and real-time settlement multiple times until it is confirmed that the settlement of the high-rise building is stable and there is no abnormal fluctuation in the disturbance spectrum density energy distribution;

[0169] Among them, the monitoring time is 72h, and the collection time is once every 10min;

[0170] In this step, through continuous monitoring of high-rise buildings, it can be ensured that the settlement of high-rise buildings reaches a long-term stable state, ensuring that all components in the high-rise buildings are in a safe state during the regulation process, avoiding the adverse problem of local components being damaged due to excessive force, and ensuring the safety of high-rise buildings in the future use cycle.

[0171] In summary, the present invention calculates real-time disturbance spectrum density energy analysis and coordinates it with anchor pile reinforcement, fully considering the combined effects of deformation, internal force, and energy. This allows for precise monitoring and treatment of three-dimensional differential settlement of high-rise buildings, thus avoiding secondary damage to high-rise buildings during correction.

[0172] At the same time, the global navigation satellite system is used to achieve real-time monitoring of the three-dimensional deformation of high-rise buildings. Based on the high-rise building differential settlement calculation model and the three-dimensional strain gauge, that is, through high-rise building tilt monitoring and strain measurement of a small number of components, it is possible to accurately capture the internal force and energy distribution state of each component of the high-rise building, providing a scientific basis for the coordinated regulation and treatment of the three-dimensional differential settlement of high-rise buildings.

[0173] Furthermore, based on the real-time settlement and real-time disturbance spectrum density energy distribution, optimizing the truncated / topped pile scheme and adjusting the anchor pile pressure can ensure that the disturbance spectrum density energy of high-rise buildings is evenly distributed and there is no energy concentration.

[0174] In summary, the present invention not only solves the problem that traditional technologies cannot globally perceive three-dimensional deformation and stress states, but also avoids secondary damage to high-rise buildings during correction through real-time quantification and precise control of disturbance spectral density energy distribution, significantly improving the safety and reliability of correction projects. At the same time, it has strong operability, avoids the demolition and reconstruction of high-rise buildings, is significantly economical, meets the social needs of green, low-carbon and resource conservation, and has significant practicality and huge economic benefits.

[0175] The above description is merely illustrative of certain exemplary embodiments of the present invention. It goes without saying that those skilled in the art will be able to modify the described embodiments in various ways without departing from the spirit and scope of the present invention. Therefore, the above drawings and description are illustrative in nature and should not be construed as limiting the scope of protection of the claims.

Claims

1. A method for coordinated regulation and treatment of differential precipitation spectral density energy flow in high-rise buildings, characterized by: The following steps are involved: Step 1: Use the global navigation satellite system to monitor the three-dimensional deformation data of high-rise buildings in real time to obtain real-time settlement and real-time tilt rate; Step 2: Arrange strain gauges on the vertical load-bearing components of the ground floor of the high-rise building to collect real-time strain values; Step 3: Establish a high-rise building differential settlement calculation model 1 based on the real-time settlement, real-time tilt rate, and real-time strain value; Step 4: Based on the high-rise building differential settlement calculation model 1, determine the number of anchor piles for reinforcing the foundation of the high-rise building and reinforce the high-rise building with anchor piles; Step 5: Based on the initial strain of the bottom vertical load-bearing components of the high-rise building and the initial actual value of the vertical load, the high-rise building differential settlement calculation model 1 is modified to obtain the high-rise building differential settlement calculation model 2; Step 6: In the high-rise building differential settlement calculation model 2, calculate the real-time disturbance spectrum density energy distribution of each vertical and horizontal component of the high-rise building under disturbance excitation; Step 7: Based on the real-time settlement and the real-time disturbance spectrum density energy distribution, determine the truncated / topped pile scheme, and modify the high-rise building differential settlement calculation model 2 to obtain the high-rise building differential settlement calculation model 3; Step 8: Based on the real-time strain value, in the high-rise building differential settlement calculation model 3, calculate the real-time axial force value and real-time disturbance spectrum density energy distribution of the vertical load-bearing components, and fine-tune the pile sealing pressure value; Step 9: Continuously monitor the high-rise building and collect the real-time disturbance spectrum density energy distribution and real-time settlement multiple times until it is confirmed that the settlement of the high-rise building is stable and there is no abnormal fluctuation in the disturbance spectrum density energy distribution.

2. The method for coordinated regulation and treatment of differential sedimentation spectral density energy flow in high-rise buildings according to claim 1 is characterized by: In step 1, the global navigation satellite system is set to a dual-frequency multi-system receiver, and the dual-frequency multi-system receiver supports Beidou, GPS, and GLONASS signals, and the preset standard threshold of the tilt rate is 0.001-0.

003.

3. The method for coordinated regulation and treatment of differential sedimentation spectral density energy flow in high-rise buildings according to claim 1 is characterized by: In step 2, the vertical load-bearing members are frame columns and shear walls; The vibrating wire strain gauge is configured as a vibrating wire strain gauge, a fiber Bragg grating strain gauge or a resistance strain gauge; The strain gauges are evenly distributed on the bottom vertical load-bearing members, and the number of strain gauges on each bottom vertical load-bearing member is not less than 3.

4. The method for coordinated regulation and treatment of differential sedimentation spectral density energy flow in high-rise buildings according to claim 1 is characterized by: In step 4, based on the high-rise building differential settlement calculation model 1, the number of anchor piles for reinforcing the foundation of the high-rise building is determined, and the high-rise building is reinforced with anchor piles. The specific steps are as follows: 4.

1. Determine the number of anchor piles required for foundation reinforcement of high-rise buildings based on the geological report indicators, real-time settlement, real-time settlement rate, real-time inclination rate, and vertical load design value of the high-rise building; 4.

2. Anchor piles are used to reinforce high-rise buildings, and pre-load pressure is used to temporarily seal the piles to ensure that the settlement rate of high-rise buildings remains relatively stable.

5. The method for coordinated regulation and treatment of differential sedimentation spectral density energy flow in high-rise buildings according to claim 4 is characterized by: In step 4.1, the process of obtaining the vertical load design value is as follows: based on the design information of the high-rise building, combined with its dead load, live load and additional load values, the load transfer is calculated layer by layer from the top to the bottom using the layered superposition method, and the vertical load design values ​​of the frame columns and shear walls on each floor can be obtained.

6. The method for coordinated regulation and treatment of differential sedimentation spectral density energy flow in high-rise buildings according to claim 1 is characterized by: In step 5, based on the initial strain values ​​of the vertical load-bearing components at the bottom of the high-rise building and the initial actual values ​​of the vertical loads, the high-rise building differential settlement calculation model 1 is modified to obtain the high-rise building differential settlement calculation model 2. The specific steps are as follows: 5.

1. Using the stress release method, stress is released by drilling holes locally. The changes in strain values ​​before and after drilling are measured to infer the initial strain values ​​of the vertical load-bearing components at the bottom of the high-rise building. 5.

2. Calculate the initial actual value of the vertical load on the bottom-level vertical load-bearing components of a high-rise building based on the initial strain value and the actual concrete strength value; 5.

3. Based on the initial strain value and the actual initial value of the vertical load, the high-rise building differential settlement calculation model 2 is modified to obtain the high-rise building differential settlement calculation model 2.

7. The method for coordinated regulation and treatment of differential sedimentation spectral density energy flow in high-rise buildings according to claim 1 is characterized by: In step 6, in the high-rise building differential settlement calculation model 2, the real-time disturbance spectrum density energy distribution of each vertical and horizontal component of the high-rise building under disturbance excitation is calculated. The specific steps are as follows: 6.

1. Obtaining the disturbance strain response ε based on the second high-rise building differential settlement calculation model h and the disturbance excitation p k ; Among them, the disturbance excitation p k It is the multi-directional white noise excitation input into the high-rise building differential settlement calculation model 2; 6.

2. The disturbance strain response ε h and the disturbance excitation p k Divide into K segments to obtain ε h,i (t) and p k,i (t); 6.

3. For ε h,i (t) and p k,i (t) is windowed to obtain and The specific formula is as follows: in, is the strain response of the i-th disturbance after windowing; is the i-th disturbance excitation after windowing; w(t) is the window function, which can be set to Hanning window, rectangular window, Hamming window, or Blackman window; p k,i (t) is the disturbance excitation of the i-th segment; k is the disturbance excitation point; h is the disturbance strain response measurement point; π is the ratio of the circumference of a circle to its circumference; t is time; Among them, the i-th segment signal includes and Their signal lengths are the same; 6.

4. Calculate the energy normalization factor U of the window function based on w(t). The specific formula is as follows: Where L is the length of the i-th signal segment; 6.5 Based on and And U is calculated and The specific formula is as follows: Among them, f s is the sampling frequency, and f s =100Hz; for the i-th paragraph of for the i-th paragraph of Ω is the frequency domain; e is a natural constant; j is the imaginary unit; * is complex conjugate; 6.6, average and The total number of segments is calculated separately. and The specific formula is as follows: in, is the disturbance excitation p k and the disturbance strain response ε h The average unilateral cross-spectral density function between ; The motivational force p k The average one-sided autospectral density function of K is and The total number of segments is the same as the number of segments; 6.7 Based on and Calculate the real-time disturbance spectral density energy distribution The specific formula is as follows: Wherein, l is the length of the vertical bearing member.

8. The method for coordinated regulation and treatment of differential sedimentation spectral density energy flow in high-rise buildings according to claim 1 is characterized by: In step 7, based on the real-time settlement and the real-time disturbance spectrum density energy distribution, the truncated / capped pile scheme is determined, and the high-rise building differential settlement calculation model 2 is modified to obtain the high-rise building differential settlement calculation model 3. The specific process is as follows: 7.

1. Cut the lower piles in the areas with low real-time disturbance spectrum density energy distribution and small settlement; 7.

2. Carry out pile lifting in the lower part of the area with high real-time disturbance spectrum density energy distribution and large settlement; 7.

3. Based on the real-time settlement, real-time inclination, and real-time strain values ​​measured during the pile cutting / capping process, modify the material parameters, geometric parameters, load distribution, and boundary conditions of the high-rise building differential settlement calculation model 2 until the calculated strain values ​​of the vertical load-bearing components at the bottom of the high-rise building are consistent with the real-time measured values, thus obtaining the high-rise building differential settlement calculation model 3. 7.

4. During the pile cutting / capping process, the high-rise building differential settlement calculation model 3 is used to calculate the real-time disturbance spectrum density energy distribution of the high-rise building under disturbance excitation. Based on the real-time disturbance spectrum density energy distribution, the pile cutting / capping scheme is adjusted in real time until the inclination rate is less than 0.

002.

9. The method for coordinated regulation and treatment of differential sedimentation spectral density energy flow in high-rise buildings according to claim 1 is characterized by: Based on the real-time strain value, in the high-rise building differential settlement calculation model 3, the real-time axial force value and real-time disturbance spectrum density energy distribution of the vertical load-bearing components are calculated, and the sealing pressure value of the anchor pile is fine-tuned: specifically: Based on real-time strain values, in the high-rise building differential settlement calculation model three, the real-time axial force values ​​of the vertical load-bearing components are calculated, and the disturbance excitation is input to calculate the disturbance spectrum density energy distribution. This provides real-time guidance for determining the adjustment plan. Subsequently, the hydraulic servo system is used to fine-tune the sealing pressure of the anchor piles, reducing the sealing pressure of the lower piles in the area with high real-time disturbance spectrum density energy until the real-time axial force values ​​of the vertical load-bearing components are consistent with their vertical load design values. The calculation formula for the real-time axial force value N of the vertical bearing member is: N=N0+EAε Among them, N0 is the initial value of vertical load, E is the elastic modulus of the material, A is the cross-sectional area of ​​the vertical load-bearing member, ε is the real-time strain value measured by the strain gauge.

10. The method for coordinated regulation and treatment of differential sedimentation spectral density energy flow in high-rise buildings according to claim 1, characterized in that: In step 9, the monitoring time is 72 hours, and the collection time is once every 10 minutes.

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