Whole displacement construction method and system for single brick wall of cultural and insurance building

Abstract

The invention belongs to the technical field of cultural relic building protection, and discloses an integral displacement construction method and system for a single brick wall of a cultural relic protection building. The method comprises the following steps: constructing a bracket changing platform, mounting an anti-overturning steel bracket, mounting a flexible bracket, deploying a monitoring system, arranging a pressure strain gauge on a contact surface of a wool felt and a wall body, mounting an inclination sensor on the top of a steel frame, adhering a crack monitoring device to a weak area on the surface of the wall body, and connecting all the sensors to a central control system through a wireless module; and alternate jacking operation and overall translation are conducted, and after the wall is jacked to the preset height, horizontal displacement is completed. The method solves the problem that a traditional shifting method damages the single brick wall, and is suitable for shifting projects of various historical protection building single brick walls.

Description

Technical Field

[0001] This invention belongs to the field of cultural relic building protection technology, and in particular relates to a construction method and system for the overall relocation of a single brick wall of a cultural relic building. Background Technology

[0002] In urban renewal and cultural relic protection projects, some individual brick walls of protected buildings need to be relocated as a whole due to structural restoration or site adjustments. Existing brick wall relocation technologies have the following limitations: Traditional replacement structures often use external wrapping reinforcement, such as the steel waler structure used in "A method for overall relocation of ancient building walls" disclosed in CN105672666B. This structure is prone to causing damage to the wall surface and cannot meet the independent load-bearing requirements of a single wall. Insufficient anti-overturning measures; the double-sided steel supports are connected by through-wall steel, which directly damages the wall; the problem of damage caused by rigid contact is prominent, and the direct contact between the steel support and the wall will cause stress concentration, especially for loose brick structures, which is very easy to cause new cracks. The monitoring system is inadequate; most technologies only monitor displacement parameters and lack real-time monitoring of contact pressure and crack development, making it difficult to ensure the safety of cultural relics. The connection between lifting and translation is not smooth. After lifting with traditional jacks, the translation track needs to be rebuilt, which is complicated and prone to secondary disturbance. For example, in the relocation project of a Ming Dynasty ancestral hall's gable wall, the traditional method of using steel clamps for reinforcement combined with overall jacking resulted in 12 new cracks appearing on the wall surface, with the largest crack reaching 0.8 mm in width, causing irreversible damage to the cultural relic. Therefore, there is an urgent need to develop a single-piece brick wall relocation technology that balances safety, reversibility, and precision. Summary of the Invention

[0003] To overcome the problems existing in related technologies, the present invention discloses a method and system for the overall relocation of a single brick wall in a cultural heritage building.

[0004] The technical solution is as follows: A method for the overall relocation of a single brick wall in a protected cultural relic building, comprising the following steps: S1, Construction of the support platform: A lifting beam, a wall clamping beam and a connecting beam are poured at the base of a single brick wall to form a support platform; The lifting beam passes through the pre-drilled hole at the base of the wall along the thickness of the wall and forms a closed frame structure with the wall clamping beams on both sides. S2, Anti-overturning steel bracket installation: Triangular steel frames are symmetrically set on both sides of the wall, and horizontal connecting rods are set at certain intervals on the same side of the steel frame; the steel frame forms an integral frame with the steel frame on the other side of the wall through the upper horizontal beam, side connecting rods and door and window opening connecting beams; S3, install flexible support, paste prefabricated wood-wool composite drag seat on the inside of the steel frame, fill thick wool felt between the drag seat and the wall, and fix the drag seat to the steel frame with epoxy resin adhesive; S4, monitor system deployment, lay pressure strain gauges on the contact surface between the wool felt and the wall, install tilt sensors on the top of the steel frame, and paste crack monitoring devices on the weak areas on the surface of the wall. All sensors are connected to the central control system through a wireless module. S5, alternate jacking operation, pour reinforced concrete piers below the drag seat, and set hydraulic jacks corresponding to each pier. The alternate jacking method is used, i.e., jacking from both sides first and then the middle. S6, overall translation, when the wall is jacked to the preset height, horizontal displacement is completed. In step S2, the triangular steel frame is welded with steel, the main vertical rod spacing is ≤1.5m, and the X-shaped support is made of 80×80mm angle steel. Rubber pads are placed at the contact points between the X-shaped support and the door and window hole frames. Further, the steel feet at the bottom of the triangular steel frame are anchored in the replacement platform concrete, and the steel frame maintains a 50mm gap with the surface of the wall. The door and window hole is reinforced with an outer frame and X-shaped support combination process, and the X-shaped support is connected to the hole frame through adjustable bolts. In step S4, all sensors are connected to the central control system through a wireless module, and the crack monitoring devices pasted on the weak areas on the surface of the wall use optical fiber sensing technology to record the crack opening degree changes in real time. The specific steps are as follows: S401, use the crack opening degree prior distribution calculation module to estimate the crack opening degree prior distribution of the single brick wall by using multiple crack opening degree historical data of the alternate jacking stages and using multi-stage iterative calculation; S402, use the crack opening degree displacement rate prediction calculation module to obtain the crack opening degree displacement rate prediction result by combining the current single brick wall data and expert prediction data through a normal distribution expectation formula. In the crack opening degree prior distribution calculation stage, the confidence level hyperparameter is mapped, and multiple rounds of iterative parameter estimation are performed using the multi-stage nature of the crack opening degree historical data.

[0005] In step S401, the crack opening degree prior distribution calculation module uses historical single brick wall data to perform parameter estimation using multi-stage iterative calculation to obtain a normal distribution as the crack opening degree prior distribution of the single brick wall. The calculation process is as follows: (1) Calculate the input information required for the first stage parameter estimation; Use the first stage crack opening degree historical data and the normal distribution parameters calculated in the first Calculate the first using the following formula Initial search parameters for the normal distribution of the stage ;when When no parameters are required for calculation ; ; In the formula, For the first stage Initial search parameters for a state with a normal distribution. For hyperparameters, For the first stage The normal distribution parameters calculated from the state, For the first Historical data on the opening and closing degree of longitudinal cracks in each stage. For the first stage The normal distribution parameters calculated from the state, , For the first Historical data on the opening and closing degree of transverse cracks in different stages. For the first stage, For the first stage Initial search parameters for a state with a normal distribution; when The initial search parameters are historical influence hyperparameters used to describe the first search parameter. The normal distribution calculated at stage 1 is for the first stage. The impact of the stage; The larger the value, the more... Initial search parameters for the normal distribution of the stage The more dependent on the first Normal distribution parameters of the stage ; Use the Historical data on the opening and closing degree of stage cracks and the The phased test of single-brick walls successfully established upper and lower limits for crack opening and closing and displacement rate. Calculate the first The single-brick wall test at this stage successfully established the lower limit of crack opening and closing displacement rate. and the Upper Realm The formula is as follows: ; In the formula, It is the minimum function. For the maximum function, This serves as the lower bound for the initial crack opening and closing displacement rate in a successful single-brick wall test. upper bound of the initial crack opening displacement velocity for a single brick wall test success, scaling parameter for the current stage, used to scale the crack opening displacement velocity of the current single brick wall test success to a crack opening displacement velocity interval; when , it means no scaling is applied to , ; when , ; , it is between the two, and the larger is, the more scaling is applied to ; decreasing parameter for the history stage, used to describe the decrease of the stage influence as time grows; when , it means there is little influence between stages; the stage lower bound of the single brick wall test success crack opening displacement velocity and upper bound only depend on the single brick wall values of the stage crack opening history data and ; when , it means there is great influence between stages, the stage lower bound of the single brick wall test success crack opening displacement velocity and upper bound depend on the and of the last stage and the single brick wall values of the current stage and ; , it is between the two, and the larger is, the more influence between stages is represented; (2) the stage parameter estimation; receive as the input of the parameter estimation, and define the hyperparameter as the confidence level, use the parameter estimation method to estimate a normal distribution to represent the single brick wall distribution of the stage; take as the lower quantile, and as the upper quantile, the initial estimated parameter is , and define the hyperparameter as the confidence level; find the confidence interval determined by the given lower and upper quantiles in the two-sided test, and the confidence level is not less than the parameter Estimate the set, and select a set of estimates from the estimated set as the estimation result, satisfying... and Closest; Used to characterize the accuracy of parameter estimation; (3) Multi-stage iterative calculation of historical data on crack opening and closing.

[0006] In step (3), the historical data on crack opening and closing is calculated in multiple stages, including: Considering historical data on crack opening and closing In each stage, the above calculation process is iteratively calculated. The calculation results of the previous round are used as input for the next round of calculation; in the crack opening and closing degree prior distribution calculation module, the input parameters consist of three parts: historical data of crack opening and closing degree. , No. Stage normal distribution estimation results and hyperparameters The output follows a normal distribution. The prior distribution of crack opening degree is used to represent the crack opening degree displacement rate prediction; the output is a normal distribution. parameter for Output of round iterative calculation .

[0007] In step S402, the defined crack opening and closing displacement rate prediction is in the following form: Given the historical data for single-brick walls: ,in, Represents historical data on crack opening and closing. Each stage For the first The number of single-brick walls in each stage of the experiment. For the first The number of successful single-brick walls in each stage of the experiment; Given the current single-brick wall data: or ;in, This represents the current number of single-brick walls used in the experiment. This represents the number of successful single-brick wall tests predicted by experts; the current data for single-brick walls is... ; If expert prediction data is not provided, historical data on crack opening and closing will be used instead, meaning the current data for a single brick wall will be used. ; Predict the crack opening and displacement rate of the currently successful single-brick wall test. ,satisfy ;in, is the number of current single brick wall body test success, is the number of current test single brick wall body.

[0008] In step S402, the crack opening degree displacement rate prediction calculation module uses the number of current prediction stage single brick wall body , crack opening degree historical data of the first stage of single brick wall body test success and the output of crack opening degree prior distribution calculation module ; combined with the prediction data of the current prediction stage of experts , make the final crack opening degree displacement rate prediction result ; the detailed calculation process is as follows: It is known that the posterior distribution of the current prediction stage satisfies , wherein, is the crack opening degree prior distribution calculation module output normal distribution parameter, as the crack opening degree displacement rate prediction crack opening degree prior distribution; is the number of current single brick wall body; is the value to be predicted, that is, the crack opening degree displacement rate prediction result of the algorithm; Through calculation: ; In the formula, is the posterior distribution value, is the crack opening degree prior distribution coefficient, is the normal distribution parameter calculated in the state, is the normal distribution parameter calculated in the state; get It is determined by two aspects, one is representing the influence of crack opening degree prior distribution, and the other is representing the influence of the current prediction stage single brick wall body, and their influence degree on the result is controlled by .

[0009] Further, introduce the prediction data of the crack opening degree displacement rate prediction calculation stage of experts as single brick wall body data, if there is no expert prediction data, the crack opening degree historical data of the recent stage as single brick wall body data; the result of crack opening degree displacement rate prediction is: ; In the crack opening degree displacement rate prediction calculation module, the input parameters are three parts: the number of single brick walls in the current prediction stage , the crack opening degree prior distribution calculation module output and the crack opening degree historical data , expert prediction data ; the output is the final crack opening degree displacement rate prediction result .

[0010] Another purpose of the present application is to provide a historical building single brick wall displacement system, which implements the historical building single brick wall displacement construction method, and the system comprises: The support replacement platform module is composed of a jacking beam, a wall clamping beam and a connecting beam, which are connected by steel bars to form a rigid whole, and the jacking beam has a wall-penetrating segment in the middle; The anti-overturning support module comprises two triangular steel supports and a door and window hole reinforcement assembly, the bottom of the steel support is provided with a pre-buried anchor bar, and the steel support and the support replacement platform are integrally poured, and the door and window hole reinforcement assembly comprises a rectangular frame and an X-shaped support; The flexible bearing module is composed of a wood board layer, a wool felt buffer layer and connecting bolts, the thickness of the wood board layer is 20-30mm, and the density of the wool felt buffer layer is greater than or equal to 0.3g / cm³; The monitoring sensor module comprises a pressure strain gauge, an inclination sensor, a crack monitor and a data acquisition terminal, and the crack monitor is attached to both ends of the vertical cracks of the wall body; The jacking and translation module comprises a reinforced concrete pier, a hydraulic jack and an electric flat car, the rated lifting capacity of the jack is greater than or equal to 10t, and the flat car is provided with an audible and visual alarm device and an emergency braking system.

[0011] In combination with all the above technical solutions, the present application has the beneficial effects that: the present application realizes the safe displacement of single brick walls by constructing a support replacement platform, setting up anti-overturning steel supports, installing flexible supports, deploying a multi-dimensional monitoring system, using an alternating jacking process and an electric translation device. The core lies in forming a stable support replacement foundation through the jacking beam penetrating the wall root, realizing flexible contact support protection by the combined structure of the triangular steel support and the flexible support, combining multi-sensor monitoring with step-by-step jacking technology to ensure that the wall stress is less than or equal to 200με and the inclination is less than or equal to 0.5° during the displacement process, and finally completing the precise migration through the electric flat car. The present application solves the damage problem of single brick walls in traditional displacement methods and is suitable for the migration engineering of various historical protection building single brick walls. BRIEF DESCRIPTION OF DRAWINGS

[0012] The accompanying drawings, which are incorporated into the specification and constitute part of the specification, illustrate embodiments consistent with the present disclosure and, together with the specification, serve to explain the principles of the present disclosure; Figure 1The application provides a whole displacement construction method for a single-brick wall of a cultural heritage building. Figure 2 The application provides a crack monitoring device recording crack opening and closing degree change. DETAILED DESCRIPTION

[0013] In order to make the above objectives, characteristics and advantages of the application more apparent, comprehensible and easier to be understood, the specific embodiments of the application are described in detail below with reference to the drawings. In the following description, a large number of specific details are set forth in order to fully understand the application. However, the application can be implemented in many other ways different from those described herein, and those skilled in the art can make similar improvements without departing from the concept of the application, so the application is not limited to the specific implementation disclosed below.

[0014] As shown in the embodiment, the application provides a whole displacement construction method for a single-brick wall of a cultural heritage building, which comprises the following steps. Figure 1 S1, construction of a replacement platform, pouring a jacking beam, a wall clamping beam and a connecting beam at the root of the single-brick wall to form a replacement platform; the jacking beam passes through a hole drilled in the wall root along the thickness direction of the wall and forms a closed frame structure with the wall clamping beams on both sides; S2, installation of an anti-overturning steel support, symmetrically arranging triangular steel frames on both sides of the wall and arranging horizontal connecting rods at a certain distance between the steel frames on the same side; the steel frames form an integral frame with the steel frames on the other side of the wall through the upper cross beams, the side connecting rods and the door and window hole connecting beams; The bottom steel feet are anchored in the replacement platform concrete, and the steel frames are kept at a gap of 50 mm from the surface of the wall; the door and window holes are reinforced by an outer frame and an X-shaped support combination process, and the X-shaped support is connected with the hole frame through adjustable bolts; S3, installation of a flexible support, pasting a prefabricated wood-wool felt composite support on the inner side of the steel frame, filling thick wool felt between the support and the wall, and fixing the support to the steel frame through an epoxy resin adhesive; S4, deployment of a monitoring system, arranging pressure strain gauges on the contact surface between the wool felt and the wall, installing an inclination sensor on the top of the steel frame, and pasting crack monitoring devices on the weak areas on the surface of the wall; all the sensors are connected to a central control system through a wireless module; S5, alternate jacking operation, pouring a reinforced concrete pier under the support, arranging a hydraulic jack corresponding to each pier, and adopting an alternate jacking mode of first jacking the two sides and then jacking the middle; The alternate jacking mode of first jacking the two sides and then jacking the middle is adopted, the single jacking height is controlled to be 5-10 cm, and the inclination of the wall is kept to be ≤0.5° during the jacking process; S6, whole translation, when the wall is jacked to a preset height, the horizontal displacement is completed. S6, whole translation, when the wall is jacked to a preset height, the horizontal displacement is completed. When the wall is lifted to the preset height, the electric platform vehicle is driven into the position under the support changing platform, the support changing platform and the platform vehicle are fixed through the rigid connecting piece, and the platform vehicle is started to complete the horizontal displacement. Illustratively, the jacking beam in step S1 is poured with C30 micro-expansion concrete, and the cross-sectional size is 600*800mm.

[0015] In step S2, the triangular steel frame is welded by Q235B steel, the distance between the main vertical rods is ≤1.5m, and the X-shaped support is made of 80*80mm angle steel. Rubber pads are provided at the contact parts of the X-shaped support and the door and window hole frame.

[0016] In step S4, the sampling frequency of the pressure strain gauge is 5Hz, the measurement accuracy of the crack monitoring device is 0.01mm, and the range of the tilt sensor is ±5°. All monitoring data are transmitted to the central control system in real time and stored.

[0017] As shown in Figure 2 , in step S4, the crack monitoring device pasted on the weak area of the wall surface uses optical fiber sensing technology to record the crack opening degree change in real time. Specifically, it includes: S401, using a crack opening degree prior distribution calculation module, using multiple crack opening degree historical data of alternating jacking stages, using multi-stage iterative calculation, estimating the crack opening degree prior distribution of the single brick wall; S402, using a crack opening degree displacement rate prediction calculation module, through a normal distribution expectation formula, combining the current single brick wall data and expert prediction data, obtaining the crack opening degree displacement rate prediction result; wherein, in the crack opening degree prior distribution calculation stage, the confidence level hyperparameter is mapped, and the multi-stage crack opening degree historical data is used for multi-round iterative parameter estimation.

[0018] In the crack opening degree displacement rate prediction calculation stage, the expert prediction information is considered to improve the scientificity, accuracy and applicability of the crack opening degree displacement rate prediction algorithm. The above characteristics make the technical scheme have strong applicability.

[0019] Illustratively, in step S401, the crack opening degree prior distribution calculation module uses historical single brick wall data, uses multi-stage iterative calculation, and performs parameter estimation to obtain a normal distribution as the crack opening degree prior distribution of the single brick wall. The detailed calculation process is as follows: (1) calculate the input information needed for the first stage parameter estimation; use the first stage crack opening degree historical data and the normal distribution parameters calculated in the first stage, use the following formula to calculate the second Normal distribution initial search parameter of phase When , the calculation does not require parameters ; ; In the formula, is the initial search parameter of the first phase state normal distribution, is the hyperparameter, is the normal distribution parameter calculated for the first phase state, is the first phase longitudinal crack opening history data, is the normal distribution parameter calculated for the first phase state, is the first phase transverse crack opening history data, is the first phase, is the first phase state normal distribution initial search parameter; When is the initial search parameter history influence hyperparameter, used to describe the influence of the normal distribution calculated in the first phase on the first phase; The larger the value is, the more the normal distribution initial search parameter of the first phase depends on the normal distribution parameter of the first phase ; In the actual application of the algorithm, it can be taken as a moderate value (such as 0.35); Using the first phase crack opening history data and the first phase test single brick wall body successful crack opening displacement rate upper and lower bounds to calculate the first phase single brick wall body test successful crack opening displacement rate lower bound and upper bound , the formula is as follows: ; In the formula, is the minimum function, is the maximum function, ​This serves as the lower bound for the initial crack opening and closing displacement rate in a successful single-brick wall test. The upper limit of the initial crack opening and closing displacement rate for a successful single-brick wall test; The scaling parameter for the current stage is used to calculate the crack opening and closing rate and displacement rate of the current single-brick wall test. Scaling to a crack opening / closing displacement rate range; when When, it indicates incorrect. Scaling / Scaling ;when hour, ; Time lies between the two, and with The increase of, on The greater the scaling, the better; in practical applications of the algorithm, one can take... A slightly smaller number (such as 0.1) can effectively preserve the information of a single brick wall at the current stage and express a certain degree of randomness, which is in line with the actual laws of nature. The decreasing parameter for historical stages describes how the influence of a stage decreases over time. When, it indicates that there is basically no impact between stages; the first The single-brick wall test at the stage was successful, and the lower limit of crack opening and displacement rate was reached. and the Upper Realm Only depends on the first Historical data on crack opening and closing in stages, single brick wall value and ;when "Time" indicates that there is a significant impact between stages, the first... The single-brick wall test at the stage was successful, and the lower limit of crack opening and displacement rate was reached. and the Upper Realm Dependent on the previous stage and And the current value of a single brick wall and ; Time lies between the two, and with An increase in indicates a greater impact between stages; in practical applications of the algorithm, can be taken as . Using a slightly larger number (such as 0.9) can effectively preserve the dependency information between stages; and as the number of stages increases, the influence of more distant historical stages on the current stage will gradually decrease, which is in line with the actual laws of nature. (2) No. Stage parameter estimation; take over As input for parameter estimation, and defining hyperparameters For the confidence level, use parameter estimation methods to estimate a normal distribution. to represent the first stage of the single brick wall body distribution; will be as the lower quantile point, as the upper quantile point, the initial estimated parameter is , and the hyperparameter is defined as the confidence level; find the confidence interval determined by the given upper and lower quantile points in the two-sided test, and the confidence level is not less than The parameter estimate set, and select a set of estimated values from the estimate set as the estimation result, which satisfies and closest; to characterize the accuracy of parameter estimation; (3) Multi-stage iterative calculation of crack opening degree historical data.

[0020] Step (3) Multi-stage iterative calculation of crack opening degree historical data includes: Considering the stages of crack opening degree historical data, the above calculation process is iteratively calculated rounds, and the calculation results of the last round are used as input to participate in the calculation of the next round; In the crack opening degree prior distribution calculation module, the input parameters are three parts: crack opening degree historical data , the normal distribution estimation result of the st stage and the hyperparameter ; The output is the normal distribution used to represent the crack opening degree prior distribution of crack opening degree displacement rate prediction; The normal distribution parameters output by the output of rounds of iterative calculation.

[0021] For example, the crack opening degree displacement rate prediction defined in step S402 is as follows: Given the historical single brick wall body data is: , wherein represents the stages of crack opening degree historical data, is the number of test single brick wall bodies in the st stage, is the number of test successful single brick wall bodies in the st stage; Given the current single brick wall body data is: or ; wherein, is the number of test single brick wall bodies at present, The current single brick wall test success number predicted by the expert is the current single brick wall data ; If the expert prediction data is not given, the crack opening and closing degree historical data information will be used instead of the expert prediction data, that is, the current single brick wall data is ; The crack opening and closing degree displacement rate of the current single brick wall test success is predicted , which satisfies ; wherein, is the current single brick wall test success number, is the current test single brick wall number.

[0022] The crack opening and closing degree displacement rate prediction calculation module uses the current prediction stage single brick wall number , the crack opening and closing degree historical data of the single brick wall test success number of the first stage and the output of the crack opening and closing degree prior distribution calculation module ; combined with the prediction data of the expert for the current prediction stage , the final crack opening and closing degree displacement rate prediction result is made; the detailed calculation process is as follows: It is known that the posterior distribution of the current prediction stage satisfies , wherein, is the crack opening and closing degree prior distribution calculation module output normal distribution parameter, which is used as the crack opening and closing degree prior distribution of the crack opening and closing degree displacement rate prediction; is the current single brick wall number; is the value to be predicted, that is, the crack opening and closing degree displacement rate prediction result of the algorithm; By calculating: ; In the formula, is the posterior distribution value, is the crack opening and closing degree prior distribution coefficient, is the normal distribution parameter calculated in the state, is the normal distribution parameter calculated in the state; is determined by two aspects, one is representing the influence of the crack opening and closing degree prior distribution, and the other is representing the influence of the current prediction stage single brick wall situation, and their influence degree on the result is controlled by .

[0023] ​​Introducing expert prediction data for crack opening displacement rate prediction calculation stage As monolithic brick wall data, if there is no expert prediction data, the crack opening history data of the recent stage As monolithic brick wall data; the result of crack opening displacement rate prediction is: ; In the crack opening displacement rate prediction calculation module, the input parameters are three parts: the number of monolithic brick wall bodies in the current prediction stage , crack opening prior distribution calculation module output and crack opening history data , expert prediction data ; the output is the final crack opening displacement rate prediction result .

[0024] It can be seen that the crack opening displacement rate prediction calculation module of the present application obtains the crack opening displacement rate prediction result by combining the current monolithic brick wall data and the expert prediction data through a normal distribution expectation formula; can feedback to the central control system, can effectively control the speed of alternating jacking, avoid the construction danger caused by too large jacking operation speed.

[0025] Embodiment 2, the present application provides a kind of cultural heritage building monolithic brick wall displacement system, comprising: The support replacement platform module is composed of jacking beams, wall clamping beams and connecting beams, which are connected by steel bars to form a rigid whole, and the jacking beams have a wall-penetrating section in the middle; The anti-overturning support module includes two triangular steel supports and a door and window hole reinforcement assembly, the steel supports have pre-embedded anchor bars at the bottom and are integrated with the support replacement platform, and the door and window hole reinforcement assembly includes a rectangular frame and an X-shaped support; The flexible bearing module is composed of a wood board layer, a wool felt buffer layer and connecting bolts, the wood board layer has a thickness of 20-30 mm, and the wool felt buffer layer has a density of ≥0.3 g / cm³; The monitoring sensor module includes pressure strain gauges, inclination sensors, crack monitors and data acquisition terminals, and the crack monitors are attached to both ends of the vertical cracks in the wall; The jacking and translation module includes reinforced concrete piers, hydraulic jacks and electric flat cars, the jacks have a rated lifting capacity of ≥10 t, and the flat cars are equipped with audible and visual alarm devices and emergency braking systems. For example, the hydraulic jacks are provided with pressure feedback devices and are synchronously controlled by electromagnetic valve groups, and the pressure difference between adjacent jacks is ≤5%. The electric flat cars are powered by batteries, have a maximum carrying capacity of ≥50 t, and can be adjusted at a translation speed of 0.5-5 m / min, and are equipped with laser positioning devices to achieve ±5 mm precision control. Through the above-mentioned embodiments, the protection of cultural relics is significantly improved: through the design of the wool felt buffer layer and the non-contact steel support, the contact stress of the wall is reduced to below 1.5 MPa, which reduces the damage risk by more than 60% compared with the traditional steel contact mode, and solves the problem of brick body cracking caused by rigid reinforcement. The structural stability is enhanced: the combination of the triangular steel support and the replacement platform forms a three-dimensional anti-overturning system, and the lateral displacement stiffness reaches 50 kN / m, which is 3 times higher than the existing double-side support, ensuring that the inclination is ≤0.5° during the displacement process.

[0026] The monitoring comprehensiveness is broken through: a "pressure-inclination-crack" three-dimensional monitoring network is constructed, the sampling frequency reaches 5 Hz, two key parameters are added compared with the traditional displacement monitoring, and the early warning and real-time control of risks are realized. The construction efficiency is optimized: the jacking and translation processes are seamlessly connected, the track laying process is omitted, the construction period is shortened by 40% compared with the traditional process, and the laser positioning of the electric flat car makes the positioning accuracy reach ±5 mm. The reversibility meets the requirements of cultural relic protection: all temporary facilities can be completely removed, the stainless steel isolation layer avoids material pollution, and meets the "minimum intervention" and "reversibility" principles in the "Cultural Relics Protection Engineering Management Method". In summary, the present application provides a safe and reliable solution for the displacement of single brick walls of cultural relic protection buildings through innovative replacement systems, protection structures and monitoring technologies, which has important engineering application value.

[0027] Example 2, as another embodiment of the present application, is further described below in combination with specific data.

[0028] A construction method for the overall displacement of a single brick wall of a cultural relic protection building, comprising the following steps: Step 1, replacement platform construction: a horizontal hole with a width of 600 mm and a height of 800 mm is dug at the root of the single brick wall, φ16 threaded steel bars are inserted into the hole as the main reinforcement of the jacking beam, C30 micro-expanding concrete is used to pour the jacking beam, and the beam length exceeds 500 mm on both sides of the wall. Parallelly arranged wall clamping beams are arranged on both sides of the wall, the wall clamping beams and the jacking beams are perpendicular to each other, and a rectangular frame is formed by connecting the wall clamping beams through the connecting beams. The concrete strength of the frame reaches 70% before the next step of construction is performed. Step 2, Anti-overturning steel support installation: Weld triangular steel frames with a height-to-width ratio of 1:2.5 on both sides of the wall. Use 14# I-beams as main vertical poles, 10# channel steel as horizontal connecting rods, and 10# channel steel as diagonal braces. Full weld at the node. Set horizontal connecting beams at the top of the steel frame, and strengthen connecting rods at the middle corresponding to the door and window hole positions. Anchor the 4φ18 anchor at the bottom of the steel foot to the replacement platform. Install a 10# channel steel outer frame at the door and window hole, and weld an 80X80mm angle steel X-shaped support inside the frame. Connect the support end points to the outer frame with M12 adjustable bolts. Set 30x30mm steel pad blocks at the end of the adjustable bolts. Step 3, Flexible cradle installation: Pre-fabricate 20mm thick pine wood panels and 10mm thick wool felt composite cradles. Apply fireproof paint to the surface of the wood panels. Position the cradles on the inside of the steel frame using the cradle positioning line. Use epoxy resin adhesive to adhere the cradles to the steel frame, with a cradle spacing of ≤600mm. Fill the space between the cradles and the wall with 8mm thick wool felt, ensuring that the wool felt is in full contact with the brick surface but does not exert initial pressure. Step 4, Monitoring system deployment: Paste 2 pieces of BX120-3AA type pressure strain gauges on the wool felt-wall contact surface corresponding to each cradle. Connect the strain gauges to the data acquisition instrument through shielded wires. Install JTM-802 type tilt sensors at the four corner points of the steel frame top, with the measurement axis parallel to the wall axis. Paste CJ-V10 type crack monitoring devices at both ends of the original cracks in the wall, with a measurement range of 0-5mm. Send all sensor data to the central control system through the wireless transmission module. Set the pressure warning value to 1.5MPa and the tilt warning value to 0.5°. Step 5, Alternate jacking operation: Pour 1000x1000x500mm reinforced concrete piers below the replacement platform, with a 150mm height reserved for the operation of the jacks at the top of each pier. Install 12 10t hydraulic jacks, with 8 placed on the piers corresponding to the four corners of the wall and 4 placed in the middle. Use the "diagonal alternating" jacking method: first, simultaneously jack up the jacks at the top left corner and the bottom right corner to a height of 5mm, and maintain for 10 minutes to monitor stability. Then, jack up the jacks at the top right corner and the bottom left corner, and repeat the operation until the wall is separated from the original foundation by 50mm. Adjust the pressure of each jack in real time during the jacking process through the central control system to ensure that the pressure difference is ≤5%. Step 6, Overall translation: Drive a 50t electric flat car directly below the replacement platform and connect and fix the replacement platform to the flat car through 8 groups of M20 high-strength bolts. Start the laser positioning system of the flat car, set the translation path parameters, and move the wall to the target position at a speed of 2m / min. During the translation process, the system collects monitoring data every 5 seconds, and automatically slows down to 0.5m / min when the pressure or tilt exceeds the limit. After reaching the predetermined position, reverse the operation of the jacks to complete the positioning of the wall, and remove all temporary facilities. Exemplarily, the present application provides a shifting device for implementing the above method, which comprises: The support platform system: the jacking beam, the clamping wall beam and the connecting beam are all made of HRB400 grade steel bars, and the concrete cover is 30 mm thick. The jacking beam is wrapped with a 3 mm thick stainless steel plate, and a 0.5 mm thick polyethylene isolation layer is arranged between the plate and the concrete to avoid metal corrosion and pollution of the brick body. The anti-overturning support system: The angle between the vertical rod of the triangular steel support and the inclined support is 30°, and the surface of all steel members is coated with fluorocarbon anticorrosive paint. The connecting bolts between the X-shaped support and the outer frame are equipped with a torque wrench, and the pre-tightening force is controlled at 20-30 N·m to ensure that the support is stable and does not extrude the wall. The flexible bearing system: the wood board is made of pine wood after degreasing treatment, and the wool felt has a density of 0.4 g / cm³. The two are fixed by stainless steel self-tapping screws with a screw spacing of 150 mm without penetrating the wood board layer. The monitoring sensor system: the data acquisition terminal has a sampling frequency of 5 Hz, a storage capacity of ≥16 GB, and a USB data export function. The crack monitoring device uses optical fiber sensing technology with a resolution of 0.001 mm and can record the crack opening degree changes in real time. The jacking and shifting system: the hydraulic jack is equipped with a displacement sensor with a travel accuracy of ±0.1 mm, and automatic synchronization is achieved through a PLC controller. The electric flat car adopts four-wheel drive and is equipped with a battery capacity of 200 Ah, which can work continuously for 8 hours, and the emergency braking distance is ≤50 mm. Application example.

[0029] Taking the single brick wall shifting project of a Shikumen historic building as an example, the wall is 4.8 m high, 3.2 m wide and 0.25 m thick, contains a 1.2×1.8 m window hole, and has three cracks with lengths of 0.5-1.2 m. The method of the present application is used for construction: Support platform construction: a 600×800 mm hole is dug 150 mm from the wall root, 6 φ16 main reinforcement is inserted, and C30 micro-expanding concrete is poured to form a jacking beam. The cross-sectional size of the clamping wall beam on both sides is 600×800 mm, and the connecting beam has a spacing of 2 m. After 7 days, the concrete strength reaches 30 MPa. Steel support installation: the triangular steel frame on both sides is 4.9 m high, and the frame spacing is 0.26 m wide. The main vertical rod is made of 16# I-steel, which is anchored to the support platform by 4 φ18 anchor bars. A 10# channel steel outer frame is installed at the window hole, and an X-shaped support is made of 80X80 mm angle steel with a pre-tightening force of 25 N·m. The gap between the steel frame and the wall is 50 mm.

[0030] Base installation: 20 mm pine + 10 mm wool felt base, size 300 x 200 mm, pasted on steel frame by epoxy resin adhesive, spacing 500 mm, 8 mm wool felt filled between base and wall. Monitoring deployment: 24 pieces of pressure strain gauges, 4 tilt sensors, 3 sets of crack monitoring devices were installed, pressure warning value was set to 1.5 MPa, tilt warning value was set to 0.5°, system sampling frequency was 5 Hz. Jacking operation: 6 sets of 10 t jacks were used for synchronous and alternate jacking, single stroke was 8 mm, 50 mm jacking height was completed in 2 hours, the maximum pressure was 1.2 MPa, the maximum tilt was 0.3°, and the original crack did not expand. Translation process: The electric flat car was translated at a speed of 2 m / min for 15 m, and it took 7.5 minutes, the laser positioning deviation was ≤3 mm, and after reaching, it was successfully positioned, and the newly added crack width of the wall was ≤0.05 mm.

[0031] The above describes only the preferred specific embodiments of the present application, but the protection scope of the present application is not limited thereto, any modification, equivalent replacement and improvement made by any person skilled in the art within the technical range disclosed by the present application, within the spirit and principle of the present application, should be covered within the protection scope of the present application.

Claims

1. A method for the integral displacement of a single-piece brick wall of a historic building, characterized in that, The method comprises the following steps: S1, construction of a support replacement platform, pouring a jacking beam, a wall clamping beam and a connecting beam at the root of a single brick wall to form a support replacement platform; the jacking beam passes through a hole pre-drilled in the wall root along the thickness direction of the wall and forms a closed frame structure with the wall clamping beams on both sides; S2, installation of an anti-overturning steel support, triangular steel frames are symmetrically arranged on both sides of the wall, and horizontal connecting rods are arranged at a certain distance between the steel frames on the same side; the steel frames form an integral frame structure with the steel frames on the other side of the wall through the upper cross beams, side connecting rods and door and window hole connecting beams; S3, installation of a flexible support, a prefabricated wood-wool felt composite support is pasted on the inner side of the steel frame, thick wool felt is filled between the support and the wall, and the support is fixed to the steel frame by epoxy resin adhesive; S4, deployment of a monitoring system, pressure strain gauges are arranged on the contact surface between the wool felt and the wall, an inclination sensor is installed on the top of the steel frame, and a crack monitoring device is pasted on the weak area of the wall surface, and all the sensors are connected to the central control system through a wireless module; S5, alternate jacking operation, pouring reinforced concrete piers under the support, and arranging a hydraulic jack corresponding to each pier, and jacking in the alternate manner of first on both sides and then in the middle; S6, overall translation, when the wall is jacked to a preset height, horizontal displacement is completed.

2. The method according to claim 1, wherein In step S2, the triangular steel frame is made of steel welding, the distance between the main vertical rods is ≤1.5m, and the X-shaped support is made of 80×80mm angle steel, and rubber pads are arranged at the contact positions of the X-shaped support and the door and window hole frames.

3. The method according to claim 2, wherein The steel feet at the bottom of the triangular steel frame are anchored in the concrete of the support replacement platform, and the steel frame and the wall surface maintain a gap of 50mm; the door and window holes are reinforced by the combination process of outer frame reinforcement and X-shaped support, and the X-shaped support is connected to the hole frame through adjustable bolts.

4. The method according to claim 1, wherein In step S4, all the sensors are connected to the central control system through a wireless module, the crack monitoring device pasted on the weak area of the wall surface adopts optical fiber sensing technology, and the crack opening degree change is recorded in real time; the specific steps are: S401, using a crack opening degree prior distribution calculation module, using multiple crack opening degree historical data of alternate jacking stages, using multi-stage iterative calculation, and estimating the crack opening degree prior distribution of the single brick wall; S402, using a crack opening degree displacement rate prediction calculation module, through a formula of a normal distribution expectation, combining the current single brick wall data and expert prediction data, and obtaining a crack opening degree displacement rate prediction result; wherein, a confidence level hyperparameter is mapped in the crack opening degree prior distribution calculation stage, and multiple-stage crack opening degree historical data is used for multiple rounds of iterative parameter estimation.

5. The method according to claim 4, wherein In step S401, the crack opening degree prior distribution calculation module uses historical single brick wall data, uses multi-stage iterative calculation, and performs parameter estimation to obtain a normal distribution as the crack opening degree prior distribution of the single brick wall; the calculation process is as follows: (1) calculating the first input information needed for the stage parameter estimation; Using the first stage fracture opening history data and the normal distribution parameters calculated in the first stage , the normal distribution initial search parameters for the second stage are calculated using the following formula ; when , the parameter is not needed for the calculation ； In the formula, is the stage state normal distribution initial search parameters, is the hyperparameter, is the stage state calculated normal distribution parameters, is the stage longitudinal crack opening history data, is the stage state calculated normal distribution parameters, is the stage transverse crack opening history data, is the stage, is the stage state normal distribution initial search parameters; When The hyperparameters are influenced by the initial search parameter history for describing the normal distribution of the stage and the influence of the normal distribution calculated in the stage on the stage; The greater the value, the more the normal distribution of the initial search parameters of the stage depends on the normal distribution parameters of the stage ; Using the first Stage crack opening history data And the second Stage test single brick wall body success crack opening displacement rate upper and lower bounds Calculate the first Stage single brick wall body test success crack opening displacement rate lower bound And upper bound , the formula is as follows: ； In the formula, It is the minimum function. For the maximum function, This serves as the lower bound for the initial crack opening and closing displacement rate in a successful single-brick wall test. The upper limit of the initial crack opening and closing displacement rate is set for the successful test of a single brick wall. The scaling parameter for the current stage is used to calculate the crack opening and closing rate and displacement rate of the current single-brick wall test. Scaling to a crack opening / closing displacement rate range; when When, it indicates incorrect. Scaling / Scaling ;when hour, ; Time lies between the two, and with The increase of, on The greater the scaling degree; The decreasing parameter for historical stages describes how the influence of a stage decreases over time. When the time interval is short, it indicates that there is basically no impact between the stages; The lower and upper bounds of the opening degree displacement rate of the successful crack of the single brick wall test in the first stage and the upper bound are only dependent on the single brick wall value and in the first stage ; When , it indicates that there is a great influence between stages, and the lower and upper bounds of the opening degree displacement rate of the successful crack of the single brick wall test in the first stage and the upper bound depend on the and of the last stage and the single brick wall value and of the current stage ; ; When , it is between the two, and as increases, it indicates that the influence between stages is greater; (2) Section Phase parameter estimation; receiving as input for parameter estimation, and defining hyperparameters for a confidence level, estimating a normal distribution using a parameter estimation method to represent the first monolithic brick wall body distribution of the stage; Will As a lower quantile As the upper quantile, the initial predicted parameter is: and define hyperparameters To determine the confidence level, find the confidence interval in a two-sided test that satisfies the given upper and lower quantiles, with a confidence level not lower than [a certain level]. parameters Estimate the set, and select a set of estimates from the estimated set as the estimation result, satisfying... and Closest; Used to characterize the accuracy of parameter estimation; (3) crack opening degree historical data multi-stage iterative calculation.

6. The construction method of claim 5, wherein, In step (3), the crack opening degree historical data multi-stage iterative calculation includes: Considering historical data on crack opening and closing In each stage, the above calculation process is iteratively calculated. The calculation results of the previous round are used as input for the next round of calculation; in the crack opening and closing degree prior distribution calculation module, the input parameters consist of three parts: historical data of crack opening and closing degree. , No. Stage normal distribution estimation results and hyperparameters The output follows a normal distribution. The prior distribution of crack opening degree is used to represent the crack opening degree displacement rate prediction; the output is a normal distribution. parameter for Output of round iterative calculation .

7. The construction method of claim 4, wherein the construction method is characterized by, In step S402, the defined crack opening degree displacement rate prediction is in the following form: Given historical single brick wall body data is: wherein, represents crack opening degree historical data phases, is the number of test single brick wall bodies in the first phase, is the number of test successful single brick wall bodies in the first phase; Given the current single brick wall data is: Or ; wherein, is the current single brick wall data, is the expert prediction of the current single brick wall test success number, the current single brick wall data is ; If the expert prediction data is not given, the crack opening and closing degree historical data information will be used instead of the expert prediction data, that is, the current single brick wall data is ; Predicting the rate of crack opening and closing displacement for current monolithic brick wall test success , satisfying ; wherein, is the current number of monolithic brick wall test successes, is the current number of monolithic brick wall tests.

8. The construction method of claim 7, wherein, In step S402, the crack opening degree displacement rate prediction calculation module uses the current prediction stage single brick wall body number , the crack opening degree historical data of the first stage single brick wall body test success number and the output of the crack opening degree prior distribution calculation module ; combined with the prediction data of the current prediction stage by experts , the final crack opening degree displacement rate prediction result ; the detailed calculation process is as follows: It is known that the posterior distribution of the current prediction stage satisfies wherein, The normal distribution parameters output by the crack opening degree prior distribution calculation module are taken as the crack opening degree prior distribution of the crack opening degree displacement rate prediction; is the number of the current single brick wall body; is the value to be predicted, is the crack opening degree displacement rate prediction result of the algorithm; Through calculation: ； wherein is a posterior distribution value, is a crack opening degree prior distribution coefficient, is a normal distribution parameter calculated from the state, is a normal distribution parameter calculated from the state, is a normal distribution parameter calculated from the state, is a normal distribution parameter calculated from the state. Obtained are determined by two aspects, one is the influence of the prior distribution of the crack opening degree, and the other is the influence of the current prediction stage single brick wall body, and the degree of their influence on the result is controlled by .

9. The method according to claim 8, wherein the method is characterized by, Introducing expert prediction data for the crack opening displacement rate prediction calculation phase As monolithic brick wall data, if no expert prediction data, the crack opening history data for the most recent phase As monolithic brick wall data; the result of the crack opening displacement rate prediction is: ； In the prediction calculation module of the crack opening degree displacement rate, the input parameters are three parts: the number of single brick walls in the current prediction stage , the output of the crack opening degree prior distribution calculation module and the crack opening degree historical data , and the expert prediction data ; the output is the final crack opening degree displacement rate prediction result .

10. A system for shifting a single piece of brick wall of a historic building, characterized in that, The system implements the single brick wall displacement construction method of the historic building as claimed in any one of claims 1-9, and comprises: The support replacement platform module is composed of a jacking beam, a wall clamping beam and a connecting beam, which are connected by steel bars to form a rigid whole, and a through-wall section is arranged in the middle of the jacking beam; The anti-overturning support module comprises two triangular steel supports and a door and window hole reinforcing assembly, the bottom of the steel support is provided with a pre-buried anchor bar, and the steel support and the support replacement platform are integrally poured, and the door and window hole reinforcing assembly comprises a rectangular outer frame and an X-shaped support; The flexible bearing module is composed of a wood board layer, a wool felt buffer layer and connecting bolts, the thickness of the wood board layer is 20-30 mm, and the density of the wool felt buffer layer is greater than or equal to 0.3 g / cm³; The monitoring sensor module comprises a pressure strain gauge, an inclination sensor, a crack monitor and a data acquisition terminal, and the crack monitor is attached to both ends of the vertical cracks of the wall body; The jacking and translation module comprises a reinforced concrete pier, a hydraulic jack and an electric flat car, the rated lifting capacity of the jack is greater than or equal to 10 t, and the flat car is provided with an audible and visual alarm device and an emergency braking system.

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