Intelligent hanging basket testing method for bridge construction

Abstract

The invention relates to the technical field of hanging basket testing, in particular to an intelligent hanging basket testing method for bridge construction, and the method comprises the steps: controlling a hanging basket to move, so as to obtain a plurality of stress parameters in the moving process of the hanging basket; determining a construction risk category based on the vulnerable risk value for the single bridge section; determining bridge construction parameters based on the construction risk category, wherein the bridge construction parameters comprise the concrete pouring speed; after correction of the bridge construction parameters is completed, whether operation of the hanging basket is qualified or not is determined based on the stress characterization value, and when it is determined that operation of the hanging basket is abnormal, the balance weight of the hanging basket is corrected; after correction of the balance weight of the hanging basket is completed, the abnormal vibration risk is recognized, and when the abnormal vibration risk is recognized, the pre-tightening force of a windproof cable of the hanging basket is corrected based on the wind condition influence coefficient; the actual risk condition of bridge construction is dynamically determined, the construction parameters are dynamically adjusted according to the actual construction condition, and the monitoring efficiency of the hanging basket is improved.

Description

Technical Field

[0001] This invention relates to the field of hanging basket testing technology, and in particular to an intelligent testing method for hanging baskets used in bridge construction. Background Technology

[0002] In the field of modern bridge construction, the hanging formwork construction technology, as a commonly used cantilever casting construction method, is widely used in the construction of long-span bridges. The hanging formwork is a construction device that can move along a track. It can perform operations such as formwork installation, rebar tying, and concrete pouring on already cast beam segments. As construction progresses, the hanging formwork moves forward continuously, gradually completing the construction of each segment of the bridge.

[0003] However, current hanging basket construction processes face numerous challenges. On one hand, the stability and safety of the hanging basket during movement and construction are difficult to control precisely. During movement, the hanging basket structure is subjected to various complex stresses, such as its own weight, construction loads, and wind loads. If these stresses are unevenly distributed or exceed the bearing capacity of the hanging basket structure, it may lead to deformation, tilting, or even collapse, seriously threatening the lives of construction workers and the smooth progress of the project. On the other hand, bridge construction environments are complex and variable, and different bridge sections may face different construction risks.

[0004] Currently, testing of hanging baskets mainly relies on traditional manual monitoring and experience-based judgment methods. Manual monitoring requires construction personnel to periodically visit the site for measurement and inspection, which is not only inefficient but also easily affected by human factors, making it difficult to obtain real-time and accurate information on the hanging basket's operational status. Experience-based judgment, on the other hand, is mainly based on the personal experience of construction personnel, lacking scientific theoretical basis and quantitative evaluation standards, making it difficult to accurately assess and effectively control complex and ever-changing construction risks.

[0005] Chinese Patent Publication No. CN114457704A discloses a hanging basket structure, including a main truss system, a suspension system, a traveling anchoring system, and a safety monitoring system. The traveling anchoring system is installed on a cantilever beam and moves along the length of the cantilever beam. After moving to a designated position, it is anchored to the cantilever beam by anchoring components installed on the traveling anchoring system. The main truss system is installed on the traveling anchoring system and includes a front diagonal member, an upright, and an upper horizontal member. The front diagonal member, upright, and upper horizontal member are interconnected to form a main truss, and the front upper horizontal beam is connected to the front support point of the main truss. The suspension system is mounted on the main truss system and includes interconnected upper front crossbeams and suspension plates. The safety monitoring system includes a data acquisition device, an environmental monitoring unit, a data transmission device, and a management platform. The management platform analyzes the data obtained by the data acquisition device and the environmental monitoring unit to determine the safety status of the formwork during operation. Therefore, the above technical solution has the following problems: it does not consider the dynamic determination of the actual risks of bridge construction, and cannot dynamically adjust construction parameters according to the actual construction situation, thus affecting the monitoring efficiency of the formwork. Summary of the Invention

[0006] To address this, the present invention provides an intelligent testing method for hanging baskets used in bridge construction, which overcomes the problem in the prior art that it does not take into account the dynamic determination of the actual risks of bridge construction, and cannot dynamically adjust construction parameters according to the actual construction situation, thus affecting the monitoring efficiency of the hanging basket.

[0007] To achieve the above objectives, the present invention provides an intelligent testing method for hanging baskets used in bridge construction, comprising: S1, complete the installation of the hanging basket; S2 controls the movement of the hanging basket to obtain several stress parameters during the movement of the hanging basket; S3, determine the construction risk category based on the vulnerability risk value for a single bridge segment; S4, determine bridge construction parameters based on construction risk category, including concrete pouring speed; After revising the bridge construction parameters, the suitability of the formwork operation is determined based on the stress characterization values, including: When an abnormality is detected in the hanging basket operation, adjust the hanging basket counterweight; After completing the correction of the hanging basket counterweight, identify the risk of abnormal vibration, and when the risk of abnormal vibration is identified, adjust the preload of the windproof cable of the hanging basket based on the wind condition influence coefficient. Once the hanging basket is determined to be operating within acceptable limits, control the hanging basket to continue operating using the current operating parameters; S5, repeat S1-S4 until the construction of each bridge section is completed.

[0008] Furthermore, in S3, the process of determining the vulnerability risk value for a single bridge segment includes: The ratio of the predicted large vehicle traffic frequency to the preset maximum traffic frequency is determined to obtain the traffic frequency value; the product of the number of obstruction structures installed in a single bridge section and the average height of each obstruction structure is determined to obtain the deceleration volume; the ratio of the deceleration volume to the preset deceleration volume is calculated to obtain the impact impact value; the impact impact value and the traffic frequency value are assigned corresponding coefficients and summed to obtain the bridge section vulnerability coefficient. The wind condition influence coefficient is obtained by determining the ratio of the actual maximum wind speed to the allowable construction wind speed limit during the movement of the hanging basket. The ratio of daily temperature difference to design allowable temperature difference is used to obtain the temperature change influence coefficient; The vulnerability risk value is obtained by summing the corresponding coefficients assigned to the bridge section vulnerability coefficient, wind condition influence coefficient, and temperature change influence coefficient.

[0009] Furthermore, in S3, the process of determining the construction risk category based on the vulnerability risk value for a single bridge segment includes: When the vulnerability risk value is less than or equal to the preset vulnerability risk value, the construction risk category for a single bridge section will be determined as the weak construction risk category. When the vulnerability risk value is greater than the preset vulnerability risk value, the construction risk category for a single bridge section will be determined as a high-risk construction category.

[0010] Furthermore, in S4, the process of determining bridge construction parameters based on construction risk categories includes: When the construction risk category of a single bridge segment is classified as low risk, the current bridge construction parameters will continue to be used. When the construction risk category of a single bridge segment is classified as high construction risk, the concrete pouring speed is adjusted to the corresponding value based on the vulnerability risk value.

[0011] Furthermore, based on the vulnerability risk value, the concrete pouring speed is adjusted to a corresponding value, wherein, The rate of decrease in concrete pouring speed is positively correlated with the vulnerability risk value.

[0012] Furthermore, after adjusting the concrete pouring speed, the decision on whether to modify the formwork's moving speed is based on environmental impact characterization values, including: The sum of the wind condition influence coefficient and the temperature change influence coefficient is calculated to obtain the environmental impact characterization value; When the environmental impact characterization value is greater than the preset environmental impact characterization value, the moving speed of the hanging basket will be adjusted to the corresponding value; When the environmental impact characterization value is less than or equal to the preset environmental impact characterization value, the current moving speed of the hanging basket will continue to be used.

[0013] Furthermore, after correcting the bridge construction parameters, the suitability of the formwork operation is determined based on the stress characterization values, including: The stress characterization value is obtained by determining the ratio of the maximum stress value to the design allowable stress among the obtained stress parameters; When the stress characterization value is greater than the preset stress characterization value, it is determined that the hanging basket is in abnormal operation, and the hanging basket counterweight is corrected based on the stress characterization value; When the stress characterization value is less than or equal to the preset stress characterization value, the hanging basket is deemed to be operating qualified, and the hanging basket is controlled to continue operating using the current operating parameters.

[0014] Furthermore, the counterweight of the hanging basket is corrected based on the stress characterization values, wherein, The increase in the weight of the hanging basket is positively correlated with the stress characterization value.

[0015] Furthermore, after correcting the counterweight of the hanging basket, abnormal vibration risks are identified, and when abnormal vibration risks are identified, the preload of the windproof cable of the hanging basket is adjusted based on the wind condition influence coefficient, wherein: Vibration sensors installed on the main truss of the hanging basket monitor the vibration frequency in real time. When a major vibration frequency component is detected to be greater than the preset vibration frequency, a vibration warning is triggered and the stress change value is determined. When the stress change value is greater than the preset stress change value, it is determined that there is a risk of abnormal vibration, and the preload of the windproof cable of the hanging basket is adjusted based on the wind condition influence coefficient. The stress change value is the difference between the stress characterization value after the presence of abnormal vibration and the average value of all historical stress characterization values.

[0016] Furthermore, the preload of the windproof cable of the hanging basket is adjusted based on the wind condition influence coefficient, wherein, The increase in the pretension of the windproof cable is positively correlated with the wind condition influence coefficient.

[0017] Compared with existing technologies, the advantages of this invention lie in the fact that the vulnerability of bridge sections is affected by multiple factors, including the frequency of heavy vehicle traffic, the configuration of obstruction structures, wind conditions, and temperature changes. By comprehensively considering these factors, the construction risks of bridge sections can be assessed more comprehensively. The traffic frequency value reflects the frequency of heavy vehicle traffic on the bridge section; the higher the frequency of heavy vehicle traffic, the greater the impact and wear on the bridge. The impact of obstruction structures on the bridge is considered; the more obstruction structures there are and the higher their average height, the greater the impact on the bridge. The bridge section vulnerability coefficient integrates the effects of heavy vehicle traffic frequency and speed bump impact, characterizing the vulnerability of the bridge section itself. The wind condition influence coefficient reflects the impact of actual wind speed on the formwork construction; the higher the wind speed, the higher the construction risk. The temperature change influence coefficient reflects the impact of temperature changes on the formwork structure; excessive temperature changes can lead to structural deformation and increased stress. The vulnerability risk value comprehensively considers factors such as the vulnerability of the bridge section, wind conditions, and temperature changes; the higher the vulnerability risk value, the more difficult the formwork construction. Based on the actual conditions of different bridge sections, targeted construction measures were taken to improve the safety and efficiency of construction.

[0018] Furthermore, based on the vulnerability risk value for a single bridge segment, the construction risk category is determined, and the construction risk is divided into weak risk and strong risk categories. According to different risk categories, the construction parameters are adjusted to avoid over-construction or under-construction, thereby improving construction quality and efficiency.

[0019] Furthermore, bridge construction parameters are determined based on construction risk categories. Different risk categories correspond to different construction difficulties and safety requirements. Construction parameters are adjusted according to the risk category to ensure construction safety and quality. Construction parameters are dynamically adjusted based on the risk category to adapt to different construction conditions. The frequent vibrations caused by speed bumps in the bridge segment vulnerability coefficient calculation have been considered, which can lead to local stress concentration and concrete cracking. Therefore, in high-risk categories, the pouring speed needs to be reduced to improve quality. In addition, for areas with high vulnerability coefficients in bridge segments, the bridge design incorporates enhanced vibration and adjustments to reinforcement cross-sectional dimensions, which increases the overall weight of a single bridge segment. Furthermore, bridge construction under high-risk categories is complex. In this case, slowing down the concrete pouring speed allows the formwork sufficient time to adapt to the increased load, avoiding excessive instantaneous local stress. This improves construction efficiency and quality while ensuring construction safety. The concrete pouring speed is adjusted to the corresponding value based on the vulnerability risk value. The higher the vulnerability risk value, the higher the construction difficulty and risk of the bridge segment. In this case, the concrete pouring speed needs to be reduced to ensure sufficient time for the concrete to solidify and form, reducing risks during construction. The concrete pouring speed is adjusted reasonably according to the vulnerability risk value to ensure construction quality. This avoids concrete quality problems caused by excessive pouring speed, improves the durability and safety of the bridge, and consequently increases the testing efficiency of the formwork.

[0020] Furthermore, under the high-risk construction category, the decision to adjust the formwork's moving speed is based on the environmental impact characterization value. This environmental impact characterization value, which combines wind and temperature influence coefficients, reflects the degree of environmental factors affecting the formwork's movement. When temperatures fluctuate significantly, structural materials undergo thermal expansion and contraction, leading to changes in various components. Adjusting the formwork's moving speed promptly based on environmental changes ensures smoother movement and reduces the impact of inertial and impact forces on the structure, thus ensuring safe formwork movement. Reducing the impact of environmental factors on formwork movement improves construction safety and, consequently, increases the efficiency of formwork testing.

[0021] Furthermore, the stress characterization values ​​reflect the stress state of the hanging basket during operation. External disturbances are most significant when the hanging basket moves. By determining the stress conditions of the hanging basket during operation, abnormalities can be detected in a timely manner, and corresponding corrective measures can be taken. This ensures the safe operation of the hanging basket and avoids safety accidents caused by abnormal operation, thereby improving the testing efficiency of the hanging basket.

[0022] Furthermore, when the hanging basket is in operation, the stress characterization value reflects the magnitude of the stress borne by the hanging basket structure. If the stress characterization value is too high, it indicates that the hanging basket has uneven load distribution and excessive local stress, which can easily lead to stress concentration and affect the stability and safety of the hanging basket. By adding counterweights, the center of gravity and load distribution of the hanging basket are changed, thereby balancing the load and reducing stress concentration. When the stress characterization value exceeds a certain range, the stress distribution inside the hanging basket structure becomes uneven, and some parts bear excessive stress, which can lead to fatigue damage or even failure of the material. Adding counterweights moves the center of gravity of the hanging basket backward, changes the load distribution, and thus reduces the stress in these parts, ensuring the safety of the hanging basket structure. The increase in the hanging basket counterweight is positively correlated with the stress characterization value because the larger the stress characterization value, the more dangerous the current stress situation of the hanging basket is, requiring more counterweights to balance the load and reduce stress concentration. By correcting the hanging basket counterweight based on the stress characterization value, the load distribution of the hanging basket can be effectively balanced, stress concentration can be reduced, and the stability and safety of the hanging basket can be improved. This, in turn, improves the testing efficiency of the hanging basket.

[0023] Furthermore, abnormal vibrations can lead to fatigue damage and loosening of connections in the hanging basket structure, affecting its stability and safety. Vibration frequency is monitored in real time using vibration sensors. When the main vibration frequency component exceeds the preset vibration frequency, it indicates that the hanging basket may have been damaged by abnormal impacts during construction, affecting its stable operation. Stress changes are then calculated; if the stress change exceeds the preset stress change value, the abnormal impact has affected the hanging basket, confirming the risk of abnormal vibration. Wind conditions are a crucial factor affecting structural stability. The pre-tension of the windproof cables is adjusted based on the wind condition influence coefficient to enhance the hanging basket's stability and reduce the impact of abnormal vibrations. Adjusting the pre-tension of the windproof cables changes the stress state of the hanging basket, reducing the wind's influence and ensuring its safe operation. This also improves the testing efficiency of the hanging basket. Attached Figure Description

[0024] Figure 1 This is a flowchart illustrating the steps of the intelligent testing method for hanging baskets used in bridge construction according to an embodiment of the present invention. Figure 2 This is a logic diagram for determining the construction risk category based on the vulnerability risk value in an embodiment of the present invention. Detailed Implementation

[0025] To make the objectives and advantages of the present invention clearer, the present invention will be further described below with reference to embodiments; it should be understood that the specific embodiments described herein are merely for explaining the present invention and are not intended to limit the present invention.

[0026] Preferred embodiments of the present invention will now be described with reference to the accompanying drawings. Those skilled in the art should understand that these embodiments are merely illustrative of the technical principles of the present invention and are not intended to limit the scope of protection of the present invention.

[0027] It should be noted that in the description of this invention, the terms "upper", "lower", "left", "right", "inner", "outer", etc., which indicate directions or positional relationships, are based on the directions or positional relationships shown in the accompanying drawings. This is only for the convenience of description and is not intended to indicate or imply that the device or element must have a specific orientation, or be constructed and operated in a specific orientation. Therefore, it should not be construed as a limitation of this invention.

[0028] Furthermore, it should be noted that, in the description of this invention, unless otherwise explicitly specified and limited, the terms "installation," "connection," and "linking" should be interpreted broadly. For example, they can refer to a fixed connection, a detachable connection, or an integral connection; they can refer to a mechanical connection or an electrical connection; they can refer to a direct connection or an indirect connection through an intermediate medium; and they can refer to the internal connection of two components. Those skilled in the art can understand the specific meaning of the above terms in this invention according to the specific circumstances.

[0029] Please see Figure 1 as well as Figure 2 The figures shown are a flowchart of the steps of the intelligent testing method for hanging baskets used in bridge construction according to an embodiment of the present invention, and a logic decision diagram for determining the construction risk category based on the vulnerability risk value. An embodiment of the present invention provides an intelligent testing method for hanging baskets used in bridge construction, comprising: S1, complete the installation of the hanging basket; S2 controls the movement of the hanging basket to obtain several stress parameters during the movement of the hanging basket; S3, determine the construction risk category based on the vulnerability risk value for a single bridge segment; S4, determine bridge construction parameters based on construction risk category, including concrete pouring speed; After revising the bridge construction parameters, the suitability of the formwork operation is determined based on the stress characterization values, including: When an abnormality is detected in the hanging basket operation, adjust the hanging basket counterweight; After completing the correction of the hanging basket counterweight, identify the risk of abnormal vibration, and when the risk of abnormal vibration is identified, adjust the preload of the windproof cable of the hanging basket based on the wind condition influence coefficient. Once the hanging basket is determined to be operating within acceptable limits, control the hanging basket to continue operating using the current operating parameters; S5, repeat S1-S4 until the construction of each bridge section is completed.

[0030] Specifically, the process of hanging up the basket can include: S11. On the top surface of the completed No. 0 beam segment, remove debris from the two web plates, perform precise measurements and layout, and use a level to level the bottom surface of the slide rail installation. S12, Install long rails made of spliced ​​steel sections, ensure that the top surface of the rails is flat and straight, and lay stainless steel plates to reduce friction; S13 adopts a segmented hoisting method. First, a crane is used to hoist a single main truss to the beam surface, temporarily erect it and anchor it; then, the front and rear upper crossbeams and the transverse connection system are installed to connect the two main trusses into a stable overall spatial structure. S14, after hoisting the anchor beam, use high-strength threaded steel bars, spreader beams and jacks to firmly anchor the rear end of the main truss to the vertical prestressed tendons of the already poured beam, forming a self-anchoring system; S15 involves hoisting the pre-assembled base basket as a whole and suspending it from the front and rear lower crossbeams of the main truss using a hand-operated hoist. Then, the outer and inner formwork are installed and anchored using precision-rolled threaded steel slings.

[0031] Specifically, the process of controlling the movement of the basket can include: S211, the bottom basket and formwork system are suspended from the main truss using steel wire ropes and hand-operated hoists, and the sling constraints between them and the already poured beam are released; S212, use jacks to lift the main truss, relieve the anchor rods of the rear anchoring system from stress, and transfer the reaction force to the traveling trolley; S213, the traction hand-operated hoists on both sides of the hanging basket are operated synchronously to pull the main truss to slide along the track. The traveling trolley is hooked under the track flange to balance the forward tilting moment.

[0032] S214, after moving to the design position, lower the jacks to transfer the main truss load back to the rear anchoring system, and perform precise positioning and anchoring.

[0033] The process of obtaining several stress parameters during the movement of the hanging basket may include: Resistance strain gauges are installed on the upper and lower chords, diagonal web members, front and rear upper crossbeams, fine-rolled threaded steel slings and rear anchor rods of the main truss at each stress-bearing part of the hanging basket. The sensor collects micro-strain data in real time to obtain several stress parameters.

[0034] Specifically, in S3, the process of determining the vulnerability risk value for a single bridge segment includes: The ratio of the predicted large vehicle traffic frequency to the preset maximum traffic frequency is determined to obtain the traffic frequency value; the product of the number of obstruction structures installed in a single bridge section and the average height of each obstruction structure is determined to obtain the deceleration volume; the ratio of the deceleration volume to the preset deceleration volume is calculated to obtain the impact impact value; the impact impact value and the traffic frequency value are assigned corresponding coefficients and summed to obtain the bridge section vulnerability coefficient. The wind condition influence coefficient is obtained by determining the ratio of the actual maximum wind speed to the allowable construction wind speed limit during the movement of the hanging basket. The ratio of daily temperature difference to design allowable temperature difference is used to obtain the temperature change influence coefficient; The vulnerability risk value is obtained by summing the corresponding coefficients assigned to the bridge section vulnerability coefficient, wind condition influence coefficient, and temperature change influence coefficient.

[0035] Specifically, the weighting coefficient for the bridge section vulnerability coefficient is set to 0.4, and the weighting coefficients for the wind condition influence coefficient and the temperature change influence coefficient are both set to 0.3. The vulnerability risk value is obtained by weighted summation of the bridge section vulnerability coefficient, wind condition influence coefficient, and temperature change influence coefficient. Weighted summation provides a more balanced reflection of the overall risk.

[0036] Specifically, the process of determining the predicted heavy vehicle traffic frequency for a single bridge section includes: based on the predicted traffic flow in the bridge design documents, calculating the average daily number of trips for vehicles with a total mass exceeding 12 tons, and then calculating the ratio of the average daily number of trips to 24 to obtain the predicted heavy vehicle traffic frequency. Alternatively, on existing parallel or similar roads, at least one month of traffic flow data can be collected, and the average hourly number of trips for vehicles with a total mass ≥ 12 tons can be calculated. If no historical data is available, traffic simulation software can be used based on regional traffic planning data, inputting road parameters to simulate future traffic flow and outputting the predicted heavy vehicle traffic volume for that bridge section.

[0037] Specifically, the preset maximum traffic frequency can be determined based on the design grade and number of lanes of the road where the bridge is located. In a single embodiment, for a two-way four-lane expressway with a design capacity of 1,000 vehicles per hour, the preset maximum traffic frequency is determined to be 1,000 vehicles per hour.

[0038] The process of obtaining the speed reduction volume may include, based on the design drawings, counting the number of speed bumps, joints, and expansion joints within the bridge section, and taking the average height of each obstruction structure according to the design values. Obstruction structures include speed bumps, joints, and expansion joints.

[0039] The preset deceleration volume is an empirical reference value, and in this embodiment, it is preferably taken as 10 cm per unit. This value represents the typical vibration excitation level caused by the obstruction structure per unit length.

[0040] In a single embodiment, the permissible construction wind speed limit is typically 13.8 m / s, and the design allowable temperature difference is 15°C.

[0041] Specifically, the impact value is directly related to the stress concentration and fatigue effect caused by frequent vibrations in the local area of ​​the bridge. This is one of the fundamental reasons why the concrete in this section is more prone to cracking, damage and other quality abnormalities during construction.

[0042] Specifically, the inherent vulnerability of the bridge section is a fundamental and long-term factor determining the construction difficulty, and therefore it is given the highest weight. Wind conditions directly affect the instantaneous safety of construction, while temperature changes affect structural deformation and long-term stress; both are important environmental variables, and therefore each is given a weight of 0.3. The weighted summation can more evenly reflect the comprehensive risk.

[0043] Specifically, the vulnerability of bridge sections is affected by multiple factors, including the frequency of heavy vehicle traffic, the installation of obstructing structures, wind conditions, and temperature changes. By comprehensively considering these factors, the construction risks of bridge sections can be assessed more comprehensively. The traffic frequency value reflects the frequency of heavy vehicle traffic on the bridge section; the higher the frequency, the greater the impact and wear on the bridge. The impact of obstructing structures on the bridge is considered; the more numerous and higher the average height of these structures, the greater the impact on the bridge. The bridge section vulnerability coefficient integrates the effects of heavy vehicle traffic frequency and speed bump impact, characterizing the inherent vulnerability of the bridge section. The wind condition influence coefficient reflects the impact of actual wind speed on the formwork construction; the higher the wind speed, the higher the construction risk. The temperature change influence coefficient reflects the impact of temperature changes on the formwork structure; excessive temperature changes can lead to structural deformation and increased stress. The vulnerability risk value comprehensively considers factors such as the vulnerability of the bridge section, wind conditions, and temperature changes; a higher vulnerability risk value indicates greater difficulty in formwork construction. Based on the actual conditions of different bridge sections, targeted construction measures are taken to improve construction safety and efficiency.

[0044] Specifically, in S3, the process of determining the construction risk category based on the vulnerability risk value for a single bridge segment includes: When the vulnerability risk value is less than or equal to the preset vulnerability risk value, the construction risk category for a single bridge section will be determined as the weak construction risk category. When the vulnerability risk value is greater than the preset vulnerability risk value, the construction risk category for a single bridge section will be determined as a high-risk construction category.

[0045] The preset vulnerability risk value is selected within the range of [0.75, 0.86]. The preset vulnerability risk value can be set comprehensively based on historical construction safety data, structural analysis results and engineering experience, and is used to distinguish between conventional risk and high-risk construction conditions. In this embodiment, 0.86 is preferably selected.

[0046] Specifically, the hanging basket test adopts a data-driven parameter optimization mechanism, which can be determined based on statistical analysis of a large amount of historical test data, so as to set the values ​​of subsequent preset or critical parameters. Those skilled in the art can determine the values ​​themselves according to the actual situation.

[0047] Specifically, construction risk categories are determined based on the vulnerability risk values ​​of individual bridge sections, and construction risks are divided into weak risk and strong risk categories. Construction parameters are adjusted according to different risk categories to avoid over-construction or under-construction, thereby improving construction quality and efficiency.

[0048] Specifically, in S4, the process of determining bridge construction parameters based on construction risk categories includes: When the construction risk category of a single bridge segment is classified as low risk, the current bridge construction parameters will continue to be used. When the construction risk category of a single bridge segment is classified as high construction risk, the concrete pouring speed is adjusted to the corresponding value based on the vulnerability risk value.

[0049] Specifically, the concrete pouring speed is adjusted to a corresponding value based on the vulnerability risk value, wherein, The rate of decrease in concrete pouring speed is positively correlated with the vulnerability risk value.

[0050] In this embodiment, optionally, V_c = max(V_min, V_c0 * [1 - k * max(0, R_risk - Y_risk)]). V_c0 is the initial pouring rate, which is 1.5 m³ / h in a single embodiment.

[0051] V_c represents the adjusted pouring speed.

[0052] R_risk is the vulnerability risk value.

[0053] Y_risk is the preset vulnerability risk value. k is a preset pouring adjustment coefficient, which can be determined based on laboratory process tests, and is taken as 0.25 in a single embodiment.

[0054] V_min is the minimum speed to ensure the continuity of concrete, and is taken as 0.5*V_c0 in a single embodiment.

[0055] In a single embodiment, if R_risk=1.3, then V_c= max(0.75, 1.5 * [1 - 0.25*(0.44)])= 1.34 m³ / h.

[0056] Specifically, bridge construction parameters are determined based on construction risk categories. Different risk categories correspond to different construction difficulties and safety requirements. Construction parameters are adjusted according to the risk category to ensure construction safety and quality. Construction parameters are dynamically adjusted based on the risk category to adapt to different construction conditions. The calculation of the bridge segment vulnerability coefficient already considers the frequent vibrations caused by speed bumps, which can lead to localized stress concentration and concrete cracking. Therefore, in high-risk categories, the pouring speed needs to be reduced to improve quality. Furthermore, for areas with high vulnerability coefficients in bridge segments, the bridge design incorporates enhanced vibration and adjustments to reinforcement cross-sectional dimensions, which increases the overall weight of a single bridge segment. In addition, bridge construction under high-risk categories is complex. In this case, slowing down the concrete pouring speed allows the formwork sufficient time to adapt to the increased load, avoiding excessive localized stress. This improves construction efficiency and quality while ensuring construction safety. The concrete pouring speed is adjusted to the corresponding value based on the vulnerability risk value. The higher the vulnerability risk value, the higher the construction difficulty and risk of the bridge segment. In this case, the concrete pouring speed needs to be reduced to ensure sufficient time for the concrete to solidify and form, reducing risks during construction. The concrete pouring speed is adjusted reasonably according to the vulnerability risk value to ensure construction quality. This avoids concrete quality problems caused by excessive pouring speed, improves the durability and safety of the bridge, and consequently increases the testing efficiency of the formwork.

[0057] Specifically, after adjusting the concrete pouring speed, the decision on whether to modify the formwork's moving speed is based on environmental impact characterization values, including: The sum of the wind condition influence coefficient and the temperature change influence coefficient is calculated to obtain the environmental impact characterization value; When the environmental impact characterization value is greater than the preset environmental impact characterization value, the moving speed of the hanging basket will be adjusted to the corresponding value; When the environmental impact characterization value is less than or equal to the preset environmental impact characterization value, the current moving speed of the hanging basket will continue to be used.

[0058] The preset environmental impact characterization value is selected within the range [1.37, 1.62]. The preset environmental impact characterization value can be determined by analyzing and evaluating the safety of the hanging basket movement under different wind conditions and temperature changes. It is understood that the impact of current environmental factors on the movement of the hanging basket can be divided. In this embodiment, 1.5 is preferably selected.

[0059] Specifically, the adjusted basket movement speed is 0.8 times the initial basket movement speed.

[0060] Specifically, under the high-risk construction category, the adjustment of the hanging basket's moving speed is determined based on the environmental impact characterization value. This environmental impact characterization value combines wind condition influence coefficients and temperature change influence coefficients, reflecting the degree of environmental factors affecting the hanging basket's movement. When temperature changes significantly, structural materials undergo thermal expansion and contraction, leading to changes in various components. Adjusting the hanging basket's moving speed promptly according to changes in environmental factors ensures smoother movement and reduces the impact of inertial and impact forces on the structure, ensuring safe hanging basket movement. Reducing the impact of environmental factors on the hanging basket's movement improves construction safety and, consequently, increases the efficiency of hanging basket testing.

[0061] Specifically, after correcting the bridge construction parameters, the suitability of the formwork operation is determined based on stress characterization values, including: The stress characterization value is obtained by determining the ratio of the maximum stress value to the design allowable stress among the obtained stress parameters; When the stress characterization value is greater than the preset stress characterization value, it is determined that the hanging basket is in abnormal operation, and the hanging basket counterweight is corrected based on the stress characterization value; When the stress characterization value is less than or equal to the preset stress characterization value, the hanging basket is deemed to be operating qualified, and the hanging basket is controlled to continue operating using the current operating parameters.

[0062] Specifically, the preset stress characterization value is selected within the range [0.85, 0.89]. In this embodiment, preferably, the preset stress characterization value is 0.85. The design allowable stress can be selected and determined based on the actual hanging basket material. In this embodiment, preferably, the design allowable stress is 140 MPa.

[0063] Specifically, the stress characterization value reflects the stress state of the hanging basket during operation. External disturbances are most significant when the hanging basket moves. By determining the stress condition of the hanging basket during operation, abnormalities can be detected in a timely manner, and corresponding corrective measures can be taken. This ensures the safe operation of the hanging basket and avoids safety accidents caused by abnormal operation, thereby improving the testing efficiency of the hanging basket.

[0064] Specifically, the counterweight of the hanging basket is corrected based on the stress characterization value, wherein... The increase in the weight of the hanging basket is positively correlated with the stress characterization value.

[0065] Stress concentration is reduced by adding counterweights to balance the load.

[0066] ΔG = (R_σ - 0.80) * (M_0 / L) / η; ΔG represents the additional counterweight required in the rear anchorage area, in tons.

[0067] R_σ is the currently measured stress characterization value.

[0068] M_0 is the moment about the theoretical overturning point (traveling wheel of the hanging basket) calculated based on the hanging basket design drawings and front load. L is the horizontal distance from the rear anchor point to the theoretical overturning point; η is the counterweight efficiency coefficient, with a value ranging from 0.8 to 0.9.

[0069] Specifically, when the hanging basket is in operation, the stress characterization value reflects the magnitude of the stress borne by the hanging basket structure. If the stress characterization value is too high, it indicates that the hanging basket has uneven load distribution and excessive local stress, which can easily lead to stress concentration and affect the stability and safety of the hanging basket. By adding counterweights, the center of gravity and load distribution of the hanging basket are changed, thereby balancing the load and reducing stress concentration. When the stress characterization value exceeds a certain range, the stress distribution inside the hanging basket structure becomes uneven, and some parts bear excessive stress, which can lead to fatigue damage or even failure of the material. Adding counterweights shifts the center of gravity of the hanging basket backward, changing the load distribution, thereby reducing the stress in these parts and ensuring the safety of the hanging basket structure. The increase in the hanging basket counterweight is positively correlated with the stress characterization value because the larger the stress characterization value, the more dangerous the current stress situation of the hanging basket is, requiring more counterweights to balance the load and reduce stress concentration. By adjusting the hanging basket counterweight based on the stress characterization value, the load distribution of the hanging basket can be effectively balanced, stress concentration can be reduced, and the stability and safety of the hanging basket can be improved. This, in turn, improves the testing efficiency of the hanging basket.

[0070] Specifically, after correcting the counterweight of the hanging basket, abnormal vibration risks are identified, and when abnormal vibration risks are identified, the preload of the windproof cable of the hanging basket is adjusted based on the wind condition influence coefficient, wherein: Vibration sensors installed on the main truss of the hanging basket monitor the vibration frequency in real time. When a major vibration frequency component is detected to be greater than the preset vibration frequency, a vibration warning is triggered and the stress change value is determined. When the stress change value is greater than the preset stress change value, it is determined that there is a risk of abnormal vibration, and the preload of the windproof cable of the hanging basket is adjusted based on the wind condition influence coefficient. The stress change value is the difference between the stress characterization value after the presence of abnormal vibration and the average value of all historical stress characterization values.

[0071] Specifically, the stress variation value is obtained by calculating the difference between the stress characterization value after the vibration warning is triggered and the average stress characterization value within the previous several preset monitoring periods. When the stress variation value is greater than the preset stress variation value, it is determined that there is a risk of abnormal vibration. In a single embodiment, the number of preset monitoring periods for determining the average stress characterization value is 10, and the preset stress variation value is 0.1.

[0072] Specifically, abnormal vibrations can lead to fatigue damage and loosening of connections in the suspended platform structure, affecting its stability and safety. Vibration sensors monitor the vibration frequency in real time. When the main vibration frequency component exceeds the preset vibration frequency, it indicates that the suspended platform may have been damaged by abnormal impacts during construction, affecting its stable operation. Stress changes are then calculated; if the stress change exceeds the preset stress change value, the abnormal impact has impacted the platform, confirming the risk of abnormal vibration. Wind conditions are a crucial factor affecting structural stability. The pre-tension of the windproof cables is adjusted based on the wind condition influence coefficient to enhance the platform's stability and reduce the impact of abnormal vibrations. Adjusting the pre-tension of the windproof cables alters the stress state of the platform, reducing the wind's influence and ensuring its safe operation. This also improves the testing efficiency of the suspended platform.

[0073] Specifically, the preload of the windproof cable of the hanging basket is adjusted based on the wind condition influence coefficient, wherein, The increase in the pretension of the windproof cable is positively correlated with the wind condition influence coefficient.

[0074] In this embodiment, preferably, The wind condition influence coefficient is compared with the first preset wind condition comparison value and the second preset wind condition comparison value; When the wind condition influence coefficient is less than or equal to the first preset wind condition comparison value, the pretension of the windproof cable is adjusted to 1.11 times the initial pretension. When the wind condition influence coefficient is less than or equal to the second preset wind condition comparison value and greater than the first preset wind condition comparison value, the pretension of the windproof cable is adjusted to 1.21 times the initial pretension. When the wind condition influence coefficient is greater than the second preset wind condition comparison value, the pretension of the windproof cable is adjusted to 1.29 times the initial pretension. The first preset wind condition comparison value is 0.69, and the second preset wind condition comparison value is 0.82.

[0075] The technical solution of the present invention has been described above with reference to the preferred embodiments shown in the accompanying drawings. However, it will be readily understood by those skilled in the art that the scope of protection of the present invention is obviously not limited to these specific embodiments. Without departing from the principles of the present invention, those skilled in the art can make equivalent changes or substitutions to the relevant technical features, and the technical solutions after these changes or substitutions will all fall within the scope of protection of the present invention.

[0076] The above description is merely a preferred embodiment of the present invention and is not intended to limit the invention. Various modifications and variations can be made to the present invention by those skilled in the art. Any modifications, equivalent substitutions, improvements, etc., made within the spirit and principles of the present invention should be included within the scope of protection of the present invention.

Claims

1. A hanging basket intelligent test method for bridge construction, characterized in that, Comprise: S1, complete the installation of the hanging basket; S2, control the hanging basket to move to obtain a plurality of stress parameters in the moving process of the hanging basket; S3, determine the construction risk category based on the vulnerability risk value for a single bridge section; S4, determine the bridge construction parameters based on the construction risk category, including the pouring speed of concrete; After completing the correction of the bridge construction parameters, determine whether the hanging basket operation is qualified based on the stress representation value, including: When it is determined that the hanging basket operation is abnormal, correct the hanging basket counterweight; After completing the correction of the hanging basket counterweight, identify the abnormal vibration risk, and correct the pre-tightening force of the wind cable of the hanging basket based on the wind condition influence coefficient when the abnormal vibration risk is identified; When it is determined that the hanging basket operation is qualified, control the hanging basket to continue to use the current operation parameter to run; S5, cyclically execute S1-S4 until the construction of each bridge section is completed.

2. The hanging basket intelligent test method for bridge construction according to claim 1, characterized in that, In the S3, the process of determining the vulnerability risk value for a single bridge section, comprising: Determine the ratio of the predicted cart passing frequency to the preset maximum passing frequency to obtain the passing frequency value; determine the product of the number of installed obstacle structures in a single bridge section and the average height of each obstacle structure to obtain the deceleration body volume, calculate the ratio of the deceleration body volume to the preset deceleration body volume to obtain the impact influence value, and sum the corresponding coefficients of the impact influence value and the passing frequency value to obtain the bridge section vulnerability coefficient; Determine the ratio of the actual maximum wind speed in the moving process of the hanging basket to the allowable construction wind speed limit value to obtain the wind condition influence coefficient; Determine the ratio of the daily temperature difference to the design allowable temperature difference to obtain the temperature change influence coefficient; Sum the corresponding coefficients of the bridge section vulnerability coefficient, the wind condition influence coefficient and the temperature change influence coefficient to obtain the vulnerability risk value.

3. The hanging basket intelligent test method for bridge construction according to claim 2, characterized in that, In the S3, the process of determining the construction risk category based on the vulnerability risk value for a single bridge section, comprising: When the vulnerability risk value is less than or equal to the preset vulnerability risk value, the construction risk category for a single bridge section is determined as the weak construction risk category; When the vulnerability risk value is greater than the preset vulnerability risk value, the construction risk category for a single bridge section is determined as the strong construction risk category.

4. The hanging basket intelligent test method for bridge construction according to claim 3, characterized in that, In the S4, the process of determining the bridge construction parameters based on the construction risk category, comprising: When the construction risk category of a single bridge section is the weak construction risk category, determine to continue to use the current bridge construction parameter to run; When the construction risk category of a single bridge section is the strong construction risk category, adjust the pouring speed of concrete to a corresponding value based on the vulnerability risk value.

5. The hanging basket intelligent test method for bridge construction according to claim 4, characterized in that, Adjust the pouring speed of concrete to a corresponding value based on the vulnerability risk value, wherein, The reduction range of the pouring speed of concrete is positively correlated with the vulnerability risk value.

6. The hanging basket intelligent test method for bridge construction according to claim 5, characterized in that, After completing the adjustment of the concrete pouring speed, determine whether to correct the moving speed of the hanging basket based on the environmental influence representation value, including: Calculate the sum of the wind condition influence coefficient and the temperature change influence coefficient to obtain the environmental influence representation value; When the environmental influence representation value is greater than the preset environmental influence representation value, adjust the moving speed of the hanging basket to a corresponding value; When the environmental influence representation value is less than or equal to the preset environmental influence representation value, continue to use the current moving speed of the hanging basket to run.

7. The hanging basket intelligent test method for bridge construction according to claim 6, characterized in that, After completing the correction of the bridge construction parameters, determine whether the hanging basket operation is qualified based on the stress representation value, including: A stress characterization value is determined by determining a ratio of a maximum stress in the acquired stress parameters to a design allowable stress; When the stress characterization value is greater than a preset stress characterization value, it is determined that the hanging basket is operating abnormally, and the hanging basket counterweight is corrected based on the stress characterization value; When the stress characterization value is less than or equal to the preset stress characterization value, it is determined that the hanging basket is operating qualifiedly, and the hanging basket is controlled to continue operating with the current operating parameters.

8. The hanging basket intelligent test method for bridge construction according to claim 7, characterized in that, The hanging basket counterweight is corrected based on the stress characterization value, wherein The increase range of the hanging basket counterweight is positively correlated with the stress characterization value. 9.The intelligent testing method for the hanging basket for bridge construction according to claim 8, characterized in that, After the correction of the hanging basket counterweight is completed, an abnormal vibration risk is identified, and the pretightening force of the wind prevention cable of the hanging basket is corrected based on a wind condition influence coefficient when the abnormal vibration risk is identified, wherein A vibration sensor arranged on the main truss of the hanging basket monitors the vibration frequency in real time, and when it is monitored that there is a main vibration frequency component greater than a preset vibration frequency, a vibration early warning is triggered, and a stress change value is determined; When the stress change value is greater than a preset stress change value, it is determined that there is an abnormal vibration risk, and the pretightening force of the wind prevention cable of the hanging basket is corrected based on the wind condition influence coefficient; The stress change value is a difference between the stress characterization value after the abnormal vibration and an average value of historical stress characterization values.

10. The hanging basket intelligent test method for bridge construction of claim 9, wherein, The pretightening force of the wind prevention cable of the hanging basket is corrected based on the wind condition influence coefficient, wherein The increase range of the pretightening force of the wind prevention cable is positively correlated with the wind condition influence coefficient.

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