Foundation precast construction quality safety management and control system

Abstract

The present application relates to caisson foundation prefabricated part sinking construction control technical field, especially a kind of foundation prefabricated part construction quality safety control system, including drilling grouting control unit, foundation trenching control unit, caisson sinking control unit, caisson construction safety analysis unit, database;Wherein, drilling grouting control unit, foundation trenching control unit, caisson sinking control unit, caisson construction safety analysis unit are all with database realizes two-way signal connection.This system relies on drilling grouting control unit, foundation trenching control unit, caisson sinking control unit in the process of large caisson prefabricated part's down construction to control the stability of foundation ground support, the control of the perpendicularity of caisson foundation prefabricated part in the process of down, effectively guarantee that caisson foundation prefabricated part meets the requirements in construction process, while it can guarantee the stability of caisson foundation prefabricated part after construction, avoid excessive settlement and inclined settlement.

Description

Technical Field

[0001] This invention relates to the field of caisson foundation precast component sinking construction control technology, and in particular to a foundation precast component construction quality and safety management system. Background Technology

[0002] Using caissons to sink and construct the foundation of a fixed building is a common practice in engineering construction. Caisson foundations are also an essential foundation component in the construction of fixed building foundations.

[0003] With the continuous development of prefabricated assembly technology, caisson foundation prefabrication components are becoming increasingly common. When constructing the substructure foundation of underground structures, it is generally necessary to coordinate with the sinking of the caisson. A reinforced concrete structural chamber is formed under the caisson foundation prefabrication components. The caisson box body of the caisson foundation prefabrication components sinks to the designated depth under its own weight and the load from the upper part, and then the bottom sealing construction is carried out.

[0004] In existing technologies, a method similar to the multi-functional caisson foundation structure burial depth control described in patent literature (patent publication number CN110607799B, IPC classification number E02D23 / 00) is commonly used to control the burial depth of precast caisson foundation components during construction to monitor construction quality. However, this construction control method has the following problems in the construction of large caisson foundation precast components: First, relying solely on controlling the burial depth to monitor the construction effect is one-sided, as this method ignores the foundation bearing capacity, the balance of the internal trench, and the settling of the caisson. Core factors such as the safety of the caisson are difficult to guarantee during subsequent construction, including excavation and subsequent safety. Secondly, current construction management only monitors the construction process and controls the overall installation position of the caisson foundation prefabricated components, without monitoring and controlling the sinking and settlement stability of the caisson foundation prefabricated components. However, during caisson construction, the construction environment is usually located in the underground foundation stratum, and the pressure environment it needs to withstand is different from that of above-ground construction. Its safety is an important factor. Therefore, the existing control methods for above-ground component construction are not suitable for the construction control of caisson foundation prefabricated components.

[0005] Therefore, this invention optimizes and designs the construction process of target caisson foundation prefabricated components in the underground foundation construction process of existing technologies, and proposes a new system for safety management and control of the construction quality of target caisson foundation prefabricated components in the fixed building industry, in order to better solve the problems existing in the prior art. Summary of the Invention

[0006] To solve one of the above-mentioned technical problems, the present invention adopts the following technical solution: a foundation precast component construction quality and safety control system, which includes a drilling and grouting control unit, a foundation excavation control unit, a caisson sinking control unit, a caisson construction safety analysis unit, and a database; wherein the drilling and grouting control unit, the foundation excavation control unit, the caisson sinking control unit, and the caisson construction safety analysis unit are all bidirectionally connected to the database.

[0007] In any of the above solutions, the preferred option is a drilling and grouting control unit: used to control the mixing drilling rig to drill holes into the ground foundation and to acquire drilling-related parameter information in real time, and to control the grouting pump to complete grouting based on the drilling-related parameter information, and to acquire grouting-related parameter information in real time.

[0008] Foundation trenching control unit: Used to acquire relevant parameter information during the trenching process below the foundation ground and control the trenching process.

[0009] Caisson sinking control unit: used to acquire relevant parameter information of the caisson foundation prefabricated components and their dynamic parameter information during the sinking process.

[0010] Caisson construction safety analysis unit: used to integrate all parameter information obtained from the database and analyze and judge the construction quality and safety of the current caisson foundation prefabrication components.

[0011] Database: Used to obtain all parameter information of each unit in the system and to enable data sharing among the units.

[0012] In any of the above schemes, it is preferred that the drilling-related parameter information in the borehole grouting control unit includes the number of foundation boreholes, elevation and depth, and the average load stress of the mixing drill during the drilling of each foundation borehole. Grouting-related parameter information includes grouting volume. Grouting speed and grouting pressure.

[0013] In any of the above schemes, the preferred method is that the control process of the drilling grouting control unit includes: obtaining drilling design parameters, controlling the mixing drill to drill N foundation holes along the ground foundation according to the drilling design parameters and making them form a ring of pile foundation area according to the bottom outline of the caisson foundation prefabricated component, controlling the bottom of each foundation hole to extend downward to the elevation depth, and completing the wall protection operation on the inner wall of each foundation hole.

[0014] Real-time acquisition of the average load stress of the nth basic borehole during the drilling process of the mixing drill. , where n=1,2...N.

[0015] By analyzing the formula Obtain the original soil bearing capacity deviation coefficient in the pile foundation area. ;in, This represents the average load stress during the drilling process of the (n+1)th basic borehole using a mixing drill.

[0016] The grouting strategy is determined based on the original formation bearing capacity deviation coefficient: when In such cases, it is necessary to select ground fracturing before grouting into each foundation borehole to improve the uniform bearing capacity of the formation; when At that time, grouting was directly injected into each foundation borehole.

[0017] Control the grouting speed and pressure, and obtain the grouting volume in the nth foundation borehole in real time. , where n=1,2...N.

[0018] By analyzing the formula Obtain the percentage of grout leakage in the pile foundation area. ;in, This represents the theoretical total grouting volume.

[0019] When the percentage of grouting leakage If the requirements are met, the bearing capacity of the soil in the grouting pile foundation area meets the requirements. Wait for the grout to dry completely before continuing the subsequent foundation trenching work.

[0020] Otherwise, if it is determined that there is excessive leakage in the stratum of the pile foundation area after grouting, at least one row of foundation piles must be added to the ground foundation around the caisson foundation precast component that is subsequently hoisted in, with the depth of each foundation pile being the elevation depth, to prevent soil and sand loss during the excavation process.

[0021] In any of the above schemes, the preferred method is that the control process of the foundation trenching control unit includes: controlling the excavator to excavate the foundation ground downwards within the pile foundation area enclosed by the foundation boreholes after grouting.

[0022] During the trenching process, the excavator is controlled to dig the trench spirally from the center outwards, and the trench is gradually dug to the required depth.

[0023] After excavating the trench to the required depth, level the vertical trench walls on all four sides and maintain the perpendicularity between adjacent trench walls.

[0024] The leveling machine is controlled to level the bottom of the trench. After leveling, the laser scanner is controlled to obtain the flatness of the bottom of the trench and to maintain its perpendicularity to the surrounding trench walls. Once the standard is met, the trench bottom leveling operation is completed.

[0025] After the trench bottom leveling is completed, a ring beam for alignment is erected on the leveled foundation ground above the trench. Verticality measuring instruments are installed on the top four sides of the ring beam, waiting for the caisson foundation prefabricated components to be hoisted in.

[0026] In any of the above schemes, the preferred method is that the control process of the caisson sinking control unit includes: controlling the crane to lift the caisson foundation prefabricated component directly above the excavation trench, and manually assisting in straightening it during the sinking process.

[0027] Control the crane to lower the precast caisson foundation components and, with the guidance of the ring beam, sink them to the bottom of the trench.

[0028] The tilt angles of each facade of the caisson foundation precast component were obtained using a verticality measuring instrument and recorded sequentially as follows: .

[0029] according to Numerical analysis determines the tilt direction of the current caisson foundation prefabricated component.

[0030] Control the long-arm excavator to continue excavating the soil at the bottom of the trench. Each excavation is 2m long, 0.5m deep, and 1m wide. When a 5m-6m wide space is reserved around the bottom of the trench, switch to lowering a small excavator to continue excavating.

[0031] After each excavation, allow the surface to stand for 3-5 minutes, then again measure the inclination angles of each facade of the caisson foundation precast component, and record them sequentially. .

[0032] Through the following analytical formulas , , , The inclination angle changes of each facade around the precast caisson foundation were obtained.

[0033] The tilt recovery rate of the caisson foundation prefabricated components is determined based on the obtained values ​​of the changes in each tilt angle, and then the remaining number of excavations is predicted and excavation continues.

[0034] After excavation reaches the preset elevation, assess whether the verticality of the current caisson foundation prefabricated components meets the standards.

[0035] Once the verticality meets the standard, complete the sinking operation of the current caisson foundation prefabricated components.

[0036] In any of the above schemes, it is preferred that after the sinking operation of the caisson foundation prefabricated component is completed, the crane is controlled to adjust the uniformity of the height difference of the caisson foundation prefabricated component by stacking loads at the four top corners of the caisson foundation prefabricated component and then leaving it stationary.

[0037] In any of the above schemes, the preferred construction control process of the caisson construction safety analysis unit includes: obtaining the changes in the surcharge load at the top four corners of the caisson foundation prefabricated component during the static placement process.

[0038] Once the surcharge load reaches the set requirement, keep the caisson stationary and observe the caisson settlement h every 24 hours. m, where m=1,2...M; m is the number of the current observation and M is the total number of observations.

[0039] By analyzing the formula The coefficient of variation of caisson settlement rate was obtained.

[0040] By observing the settlement rate variation coefficient of each caisson, the settlement stability of the current caisson foundation prefabricated components under surcharge load can be determined.

[0041] If the caisson settlement rate variation coefficient is less than the standard value after the specified surcharge period, the current caisson foundation prefabricated component is in a safe and stable state; otherwise, the current caisson foundation prefabricated component is in an excessive settlement state.

[0042] If the caisson foundation precast components experience excessive settlement, at least one additional row of foundation piles should be constructed around the caisson foundation precast components.

[0043] After the foundation piles of the first row are completed, continue to observe the change coefficient of settlement rate of each caisson until the change coefficient of settlement rate of the caisson is less than the standard value.

[0044] In any of the above schemes, it is preferred that, after determining that the current caisson foundation prefabricated component is in a safe and stable state, sand and gravel foundation is backfilled into the bottom of the caisson foundation prefabricated component and compacted and leveled.

[0045] The bottom of the box is tied with a steel reinforcement frame. All nodes of the steel reinforcement frame are traversed to ensure that they are all welded or tied in place.

[0046] Control the pouring equipment to pour concrete into the steel frame and maintain vibration.

[0047] After the pouring is completed, a small leveling machine is lowered in and the leveling is completed.

[0048] During the leveling process, laser scanning is used to acquire all pits on the concrete surface of the box bottom, and the top-view projected area of ​​the i-th pit is denoted as . Where i represents the pit number, i=1,2...I.

[0049] By analyzing the formula Obtain the occupancy rate of pits on the concrete surface of the box bottom. ;in, This represents the total area of ​​the concrete surface at the bottom of the box.

[0050] If the percentage of pits on the concrete surface at the bottom of the box If the depth of each pit is less than the set threshold and the maximum depth of each pit is less than the specified depth, then the current concrete surface leveling meets the requirements; otherwise, continue leveling and re-measure until the concrete surface at the bottom of the box meets the requirements, and then the leveling work is completed. At this time, the bottom sealing construction of the box is completed.

[0051] Compared with the prior art, the beneficial effects of the present invention are as follows:

[0052] 1. During the lowering of large caisson precast components, this system relies on the drilling and grouting control unit, foundation excavation control unit, and caisson lowering control unit to control the stability of the foundation ground support and the verticality of the caisson foundation precast components during the lowering process. This effectively ensures that the caisson foundation precast components meet the requirements during construction and also ensures the stability of the caisson foundation precast components after construction, avoiding excessive settlement and tilting settlement.

[0053] 2. In the process of controlling the precast caisson foundation components, this system adopts a multi-factor control approach. During the current foundation drilling process, the strength analysis of the current stratum is obtained by real-time monitoring and analysis of the drilling load. At the same time, the subsequent bearing capacity and support effect of the current stratum are analyzed by calculating the grouting volume and leakage during the grouting drilling process. Based on the drilling and grouting analysis, the subsequent construction strategy is determined, which effectively improves the safety and rationality of the entire construction process.

[0054] 3. Once the precast caisson foundation components have been initially sunk into place, a spiral excavation method combined with real-time monitoring of the verticality of the four sides of the precast caisson foundation components can effectively determine the standardization of the sinking of the precast caisson foundation components. Based on the monitoring results, the excavation position and speed can be adjusted effectively to ensure the verticality of the sinking of the precast caisson foundation components and guarantee the sinking effect.

[0055] 4. After the caisson foundation prefabricated components are sunk into place, a surcharge load and static placement method is adopted to effectively ensure the analysis and calculation of the settlement rate of the entire caisson foundation prefabricated components within the specified observation period. The caisson settlement rate change coefficient is effectively obtained and judged to ensure that the caisson foundation prefabricated components are in a safe and stable state, ensuring their effective load-bearing capacity for the fixed buildings on the ground. Attached Figure Description

[0056] To more clearly illustrate the technical solutions of the specific embodiments of the present invention, the accompanying drawings used in the specific embodiments will be briefly described below. In all the drawings, similar elements or components are generally identified by similar reference numerals. In the drawings, the elements or components are not necessarily drawn to scale.

[0057] Figure 1 This is a schematic diagram showing the connection relationship between the various units of the present invention.

[0058] Figure 2 This is a top view of the prefabricated caisson foundation component of the present invention.

[0059] Figure 3 This is a vertical cross-sectional view of the caisson foundation prefabricated component of the present invention.

[0060] In the diagram, 1. Precast caisson foundation components; 2. Trench bottom; 3. Foundation ground; 4. Foundation borehole; 5. Grouting; 6. Surcharge load; 7. Ring beam; 8. Foundation pile. Detailed Implementation

[0061] The embodiments of the technical solution of the present invention will now be described in detail with reference to the accompanying drawings. The following embodiments are only used to more clearly illustrate the technical solution of the present invention, and are therefore merely examples and should not be used to limit the scope of protection of the present invention. The specific structure of the present invention is as follows: Figures 1-3 As shown in the image.

[0062] A construction quality and safety control system for precast foundation components includes a drilling and grouting control unit, a foundation excavation control unit, a caisson sinking control unit, a caisson construction safety analysis unit, and a database; wherein the drilling and grouting control unit, the foundation excavation control unit, the caisson sinking control unit, and the caisson construction safety analysis unit are all bidirectionally connected to the database.

[0063] This system establishes a local shared network between the relevant parameters acquired by each unit and the database, which ensures the efficiency and speed of data acquisition by each unit and effectively guarantees data sharing within the entire system during the construction control process.

[0064] In any of the above solutions, the preferred option is a drilling and grouting control unit: used to control the mixing drilling rig to drill holes into the ground foundation and to acquire drilling-related parameter information in real time, and to control the grouting pump to complete grouting based on the drilling-related parameter information, and to acquire grouting-related parameter information in real time.

[0065] It should be noted that the drilling and grouting control unit can control the foundation drilling and the subsequent grouting process, effectively ensuring the bearing characteristics of the initial ground foundation are obtained through the acquisition and analysis of drilling parameters. At the same time, based on the analysis of parameter changes during the grouting process, feedback on the grouting effect is obtained, effectively ensuring the effective support effect of the current ground foundation.

[0066] Foundation trenching control unit: Used to acquire relevant parameter information during the trenching process below the foundation ground and control the trenching process.

[0067] Controlling the depth and speed of trenching during the foundation excavation process can effectively ensure the stability of the ground strata after excavation, and ensure the stability when sinking the precast caisson foundation components.

[0068] Caisson sinking control unit: used to acquire relevant parameter information of the caisson foundation prefabricated components and their dynamic parameter information during the sinking process.

[0069] Caisson construction safety analysis unit: used to integrate all parameter information obtained from the database and analyze and judge the construction quality and safety of the current caisson foundation prefabrication components.

[0070] Database: Used to obtain all parameter information of each unit in the system and to enable data sharing among the units.

[0071] In any of the above schemes, it is preferred that the drilling-related parameter information in the borehole grouting control unit includes the number of foundation boreholes, elevation and depth, and the average load stress of the mixing drill during the drilling of each foundation borehole. Grouting-related parameter information includes grouting volume. Grouting speed and grouting pressure.

[0072] It should be noted that the borehole grouting control unit monitors the number, elevation, depth, and average load stress of the foundation boreholes. Grouting volume Multi-factor control of grouting speed and grouting pressure can effectively ensure the improvement of the bearing capacity of the ground foundation during the borehole grouting process.

[0073] In any of the above schemes, the preferred method is that the control process of the drilling grouting control unit includes: obtaining drilling design parameters, controlling the mixing drill to drill N foundation holes along the ground foundation according to the drilling design parameters and making them form a ring of pile foundation area according to the bottom outline of the caisson foundation prefabricated component, controlling the bottom of each foundation hole to extend downward to the elevation depth, and completing the wall protection operation on the inner wall of each foundation hole.

[0074] It should be noted that the drilling and grouting control unit can pre-enclose the pile foundation area around the caisson foundation precast component by drilling N foundation holes during drilling, and control the inner wall of the foundation holes to complete the wall protection operation to reduce grouting leakage during subsequent grouting operations.

[0075] Preferably, the average load stress of the nth foundation borehole is acquired in real time during the drilling process of the mixing drill. Where n = 1, 2... N; by analyzing the formula Obtain the original soil bearing capacity deviation coefficient in the pile foundation area. ;in, This represents the average load stress during the drilling process of the (n+1)th basic borehole using a mixing drill.

[0076] It should be noted that: the average load stress in each foundation borehole is obtained by calculating the load stress change during the drilling process, and the original formation bearing capacity deviation coefficient is obtained by relying on the change of the sum of the average load stress changes in each group of adjacent foundation boreholes. Through the original stratum bearing capacity deviation coefficient It can objectively analyze the current bearing capacity of the strata, and compare it with the geological survey results to guide the subsequent grouting operations in terms of grout preparation, grouting pressure and water content control, so as to ensure that the grout can play a better bearing role after grouting and effectively enhance the bearing strength of the strata.

[0077] Preferably, the grouting strategy is determined based on the original formation bearing capacity deviation coefficient: when In such cases, it is necessary to select ground fracturing before grouting into each foundation borehole to improve the uniform bearing capacity of the formation; when At that time, grouting was directly injected into each foundation borehole.

[0078] It should be noted that, based on the original stratum bearing capacity deviation coefficient, when it is initially determined that the stratum bearing capacity is low, in order to avoid the loss of sand and soil during the subsequent excavation process, grouting is carried out in advance after primary fracturing. This is to form a grouting reinforcement group by grouting into each foundation borehole of the current stratum, which effectively ensures the stability of the entire stratum area after grouting.

[0079] Preferably, the grouting speed and grouting pressure are controlled, and the grouting volume in the current nth foundation borehole is obtained in real time. , where n=1,2...N.

[0080] Preferably, by analyzing the formula Obtain the percentage of grout leakage in the pile foundation area. ;in, This represents the theoretical total grouting volume.

[0081] Preferably, when the percentage of grout leakage... If the requirements are met, the bearing capacity of the soil in the grouting pile foundation area meets the requirements. Wait for the grout to dry completely before continuing the subsequent foundation trenching work.

[0082] Otherwise, if it is determined that there is excessive leakage in the stratum of the pile foundation area after grouting, at least one row of foundation piles must be added to the ground foundation around the caisson foundation precast component that is subsequently hoisted in, with the depth of each foundation pile being the elevation depth, to prevent soil and sand loss during the excavation process.

[0083] It should be noted that the percentage of grout leakage in the pile foundation area is controlled during calculation. It can effectively obtain the leakage of grout throughout the grouting process, effectively determine whether there is excessive leakage, and when there is excessive leakage on one side, it can achieve external sealing and reinforcement by adding rows of foundation piles on the outer ground foundation to ensure the blockage of the leakage path on the inner side and further enhance the strength of the current stratum.

[0084] In any of the above schemes, the preferred method is that the control process of the foundation trenching control unit includes: controlling the excavator to dig a trench downwards on the foundation ground within the pile foundation area enclosed by the foundation boreholes after grouting; during the trenching process, controlling the excavator to dig the trench spirally from the center to the surrounding area, and gradually digging the trench to the required depth.

[0085] It should be noted that using a spiral excavation method from the center outwards can avoid soil collapse caused by direct excavation at the four corners, effectively ensuring the protection of the soil around the internal cutting edge of the caisson foundation prefabricated component and improving safety during excavation.

[0086] Preferably, after the trench is dug to the required depth, the vertical trench walls on all four sides are leveled and the perpendicularity between adjacent trench walls is maintained; the leveling machine is controlled to level the bottom of the trench, and after leveling, the laser scanner is controlled to obtain the flatness of the bottom of the trench and maintain its perpendicularity to the surrounding trench walls. Once the standard is met, the trench bottom leveling operation is completed.

[0087] Leveling the bottom of the excavation trench and controlling the verticality of the surrounding trench walls can better ensure the stability of the entire trench and ensure that the caisson foundation prefabrication components are placed horizontally when sinking them.

[0088] Preferably, after the trench bottom leveling is completed, a ring beam for alignment is erected on the leveled foundation ground above the trench. Verticality measuring instruments are installed on the top four sides of the ring beam, waiting for the caisson foundation prefabricated components to be hoisted in.

[0089] It should be noted that fixing the ring beam to the ground can ensure that it plays a circumferential limiting and guiding role when the caisson foundation prefabricated components are sunk, thus avoiding excessive tilting of the caisson foundation prefabricated components, while also allowing them to move within a small range to avoid getting stuck during sinking.

[0090] In any of the above schemes, the preferred method is that the control process of the caisson sinking control unit includes: controlling the crane to lift the caisson foundation prefabricated component directly above the excavation trench, and manually assisting in straightening it during the sinking process; controlling the crane to lower the caisson foundation prefabricated component and sinking it to the bottom of the trench under the guidance of the ring beam.

[0091] Preferably, the inclination angles of each facade of the caisson foundation prefabricated component are obtained using a verticality measuring instrument and recorded sequentially as follows: ;according to Numerical analysis determines the tilt direction of the current caisson foundation prefabricated component.

[0092] Real-time monitoring and measurement of the tilt angles of each facade of the caisson foundation prefabricated component can effectively control the current sinking status of the caisson foundation prefabricated component, ensure its stable sinking, avoid excessive tilting, and reduce the difficulty of construction correction.

[0093] Preferably, the long-arm excavator is controlled to continue excavating the earth at the bottom of the trench, with each excavation being 2m in length, 0.5m in depth, and 1m in width. When a width of 5m-6m is reserved around the bottom of the trench, a small excavator is lowered in to continue excavating.

[0094] It should be noted that when excavating the cutting edge of the precast caisson foundation near the bottom of the trench, using a small excavator to continue excavation can avoid accidental damage to the caisson body, while ensuring more precise construction and reducing the loss of edge sand due to excessive excavation.

[0095] Preferably, after each excavation, the surface is left to stand for 3-5 minutes, and the inclination angles of each facade of the caisson foundation precast component are obtained again and recorded sequentially. ; through the following analytical formulas , , , The inclination angle changes of each facade around the precast caisson foundation were obtained.

[0096] The tilt recovery rate of the caisson foundation prefabricated components is determined based on the obtained values ​​of the changes in each tilt angle, and then the remaining number of excavations is predicted and excavation continues.

[0097] After each excavation is completed, the changes in the tilt angle of each facade of the caisson foundation precast component are obtained according to the analysis formula. By combining the results, the tilt recovery rate of the entire caisson foundation precast component can be seen. This allows us to predict and determine the number of excavations required when the caisson foundation precast component is fully recovered, and thus determine the remaining excavation work.

[0098] After excavation reaches the preset elevation, assess the verticality of the current caisson foundation precast component; if the verticality meets the standard, complete the sinking operation of the current caisson foundation precast component.

[0099] In any of the above schemes, it is preferred that after the sinking operation of the caisson foundation prefabricated component is completed, the crane is controlled to adjust the uniformity of the height difference of the caisson foundation prefabricated component by stacking loads at the four top corners of the caisson foundation prefabricated component and then leaving it stationary.

[0100] Loading and allowing it to stand still can effectively ensure balanced loading at the four points of the caisson foundation prefabricated components, ensuring that the caisson foundation prefabricated components are pressed downward as a whole and controlling the entire balanced ballast process.

[0101] In any of the above schemes, the preferred construction control process of the caisson construction safety analysis unit includes: obtaining the changes in the surcharge load at the top four corners of the caisson foundation prefabricated component during the static placement process.

[0102] Preferably, once the surcharge load reaches the set requirement, the caisson is kept stationary, and the settlement h of the caisson is observed every 24 hours. m Where m = 1, 2...M; m is the current observation number, and M is the total number of observations; through analysis of the formula The coefficient of variation of caisson settlement rate is obtained; where, This represents the caisson settlement at the (m+1)th observation. This represents the caisson settlement at the m-th observation. This represents the caisson settlement at the (m-1)th observation.

[0103] It should be noted that by calculating and analyzing the difference in the rate of change of caisson settlement between two adjacent measurements, the caisson settlement rate change coefficient can be obtained. By observing the caisson settlement rate change coefficient multiple times, the change in the sinking rate of the current caisson foundation precast component under surcharge and static conditions can be seen. Thus, when comparing with the design specifications, it is possible to effectively determine whether the current caisson foundation precast component is in an excessive settlement state and to judge the settlement stability of the current caisson foundation precast component.

[0104] Preferably, the settlement stability of the current caisson foundation prefabricated components under surcharge load is determined by observing the settlement rate variation coefficient of each caisson.

[0105] If the caisson settlement rate variation coefficient is less than the standard value after the specified surcharge period, the current caisson foundation prefabricated component is in a safe and stable state; otherwise, the current caisson foundation prefabricated component is in an excessive settlement state.

[0106] If the caisson foundation precast components experience excessive settlement, at least one additional row of foundation piles should be constructed around the caisson foundation precast components.

[0107] It should be noted that continuing to construct rows of foundation piles can further expand and enhance the bearing capacity of the surrounding strata, effectively reduce the continued settlement of the caisson foundation prefabricated components, improve the stability of the caisson foundation prefabricated components, disperse the sinking load in all directions, and better ensure the safety and stability of the caisson foundation prefabricated components after construction.

[0108] After the foundation piles of the first row are completed, continue to observe the change coefficient of settlement rate of each caisson until the change coefficient of settlement rate of the caisson is less than the standard value.

[0109] In any of the above schemes, it is preferred that, after determining that the current caisson foundation prefabricated component is in a safe and stable state, sand and gravel foundation is backfilled into the bottom of the caisson foundation prefabricated component and compacted and leveled.

[0110] The bottom of the box is tied with a steel reinforcement frame. All nodes of the steel reinforcement frame are traversed and all are welded or tied in place. The pouring equipment is controlled to pour concrete into the steel reinforcement frame and vibrate it. After the pouring is completed, a small leveling machine is lowered in and the leveling is completed.

[0111] By using the method of pouring concrete and maintaining vibration, it is possible to ensure that the concrete slurry quickly enters the poured concrete and maintains the internal space of vibration. The leveling effect is ensured by controlling a small leveling machine.

[0112] During the leveling process, laser scanning is used to acquire all pits on the concrete surface of the box bottom, and the top-view projected area of ​​the i-th pit is denoted as . Where i represents the pit number, i=1,2...1; By analyzing the formula Obtain the occupancy rate of pits on the concrete surface of the box bottom. ;in, This represents the total area of ​​the concrete surface at the bottom of the box.

[0113] By controlling and calculating the number and depth of surface pits during the leveling process of the concrete bottom of the box grate, the occupancy rate of the concrete bottom surface can be obtained. It can reflect the current leveling effect relatively objectively, based on the occupancy rate of pits on the concrete surface of the box bottom. Comparing the current leveling quality with existing design standards can better determine the current leveling quality.

[0114] If the percentage of pits on the concrete surface at the bottom of the box If the depth of each pit is less than the set threshold and the maximum depth of each pit is less than the specified depth, then the current concrete surface leveling meets the requirements; otherwise, continue leveling and re-measure until the concrete surface at the bottom of the box meets the requirements, and then the leveling work is completed. At this time, the bottom sealing construction of the box is completed.

[0115] In summary, the foundation precast component construction quality and safety control system of this invention, during the lowering of large caisson precast components, relies on the drilling and grouting control unit, foundation excavation control unit, and caisson sinking control unit to control the stability of the foundation ground support and the verticality of the caisson foundation precast components during the lowering process. This effectively ensures that the caisson foundation precast components meet the requirements during construction and guarantees the stability of the caisson foundation precast components after construction, avoiding excessive settlement and tilting settlement. After the caisson foundation precast components are initially lowered into place, the spiral excavation method combined with real-time monitoring of the verticality of the four sides of the caisson foundation precast components can effectively determine the sinking standard of the caisson foundation precast components, effectively adjust the excavation position and speed based on the monitoring results, effectively ensure the verticality of the caisson foundation precast components during construction, and guarantee the sinking effect. The precast foundation construction quality and safety management system employs a multi-factor control approach during the control of caisson foundation precast components. During the current foundation drilling process, real-time monitoring and analysis of the borehole load are used to obtain the strength analysis of the current stratum. Simultaneously, the calculation of grouting volume and leakage during the grouting drilling process is used to analyze the subsequent bearing capacity and support effect of the current stratum. Based on the drilling and grouting analysis, subsequent construction strategies are determined, effectively improving the safety and rationality of the entire construction process. After the caisson foundation precast components are sunk into place, a surcharge load and static placement method is used to effectively ensure the analysis and calculation of the settlement rate of the entire caisson foundation precast components within a specified observation period. This effectively obtains the caisson settlement rate variation coefficient, and after judgment, ensures that the caisson foundation precast components are in a safe and stable state, guaranteeing their effective bearing capacity for the above-ground fixed structures.

[0116] The above embodiments are only used to illustrate the technical solutions of the present invention, and are not intended to limit it. Although the present invention has been described in detail with reference to the foregoing embodiments, those skilled in the art should understand that modifications can still be made to the technical solutions described in the foregoing embodiments, or equivalent substitutions can be made to some or all of the technical features therein. Such modifications or substitutions do not cause the essence of the corresponding technical solutions to deviate from the scope of the technical solutions of the embodiments of the present invention. For those skilled in the art, any alternative improvements or transformations made to the implementation of the present invention fall within the protection scope of the present invention.

[0117] Any aspects of this invention not described in detail are well-known to those skilled in the art.

Claims

1. A construction quality and safety control system for precast foundation components, characterized in that: The system includes: Drilling and grouting control unit: Used to control the mixing drill to drill holes into the ground foundation, acquire drilling-related parameter information in real time, control the grouting pump to complete grouting based on the drilling-related parameter information, and acquire grouting-related parameter information in real time; Foundation trenching control unit: used to acquire relevant parameter information during the trenching process below the foundation ground and control the trenching process; Caisson sinking control unit: used to acquire relevant parameter information of the caisson foundation prefabricated components and their dynamic parameter information during the sinking process; Caisson Construction Safety Analysis Unit: Used to integrate all parameter information obtained from the database and analyze and judge the current construction quality and safety of the caisson foundation prefabricated components. Database: Used to obtain all parameter information of each unit in the system and to enable data sharing among the units; The drilling-related parameter information in the borehole grouting control unit includes the number, elevation, and depth of the foundation boreholes, as well as the average load stress during the drilling of each foundation borehole by the mixing drill rig. Grouting-related parameter information includes grouting volume. Grouting speed and grouting pressure; The control process of the borehole grouting control unit includes: Obtain the drilling design parameters, and control the mixing drill to drill N foundation holes along the ground foundation according to the drilling design parameters, so that they form a ring of pile foundation area according to the bottom outline of the caisson foundation prefabricated component. Control the bottom of each foundation hole to extend downward to the elevation depth, and complete the wall protection operation on the inner wall of each foundation hole. Real-time acquisition of the average load stress of the nth basic borehole during the drilling process of the mixing drill. , where n=1,2...N; By analyzing the formula Obtain the original soil bearing capacity deviation coefficient in the pile foundation area. ;in, The average load stress during the drilling process of the (n+1)th basic borehole by the mixing drill; The grouting strategy is determined based on the original formation bearing capacity deviation coefficient: when In such cases, it is necessary to select ground fracturing before grouting into each foundation borehole to improve the uniform bearing capacity of the formation; when At that time, grouting was directly injected into each foundation borehole; Control the grouting speed and pressure, and obtain the grouting volume in the nth foundation borehole in real time. , where n=1,2...N; By analyzing the formula Obtain the percentage of grout leakage in the pile foundation area. ;in, This represents the theoretical total grouting volume. When the percentage of grouting leakage If the requirements are met, the bearing capacity of the soil in the pile foundation area after grouting meets the requirements. Wait for the grout to dry completely before continuing the subsequent foundation trenching work. Otherwise, if it is determined that there is excessive leakage in the stratum of the pile foundation area after grouting, at least one row of foundation piles must be added to the ground foundation around the caisson foundation precast component that is subsequently hoisted in, with the depth of each foundation pile being the elevation depth, to prevent soil and sand loss during the excavation process.

2. The foundation precast component construction quality and safety control system according to claim 1, characterized in that: The control process of the foundation trenching control unit includes: Control the excavator to excavate the foundation ground downwards within the pile foundation area enclosed by the foundation boreholes after grouting; During the trenching process, the excavator is controlled to dig the trench spirally from the center outwards, and the trench is gradually dug to the required depth. After excavating the trench to the required depth, level the vertical trench walls on all four sides and maintain the perpendicularity between adjacent trench walls; The leveling machine is controlled to level the bottom of the trench. After leveling, the laser scanner is controlled to obtain the flatness of the bottom of the trench and to maintain its perpendicularity to the surrounding trench walls. Once the standard is met, the trench bottom leveling operation is completed. After the trench bottom leveling is completed, a ring beam for alignment is erected on the leveled foundation ground above the trench. Verticality measuring instruments are installed on the top four sides of the ring beam, waiting for the caisson foundation prefabricated components to be hoisted in.

3. The foundation precast component construction quality and safety control system according to claim 2, characterized in that: The control process of the caisson sinking control unit includes: The crane is used to lift the precast caisson foundation into the trench, and manual assistance is provided to help it be upright during the sinking process. Control the crane to lower the precast caisson foundation components and, with the guidance of the ring beam, sink them to the bottom of the trench; The tilt angles of each facade of the caisson foundation precast component were obtained using a verticality measuring instrument and recorded sequentially as follows: ; according to Numerical analysis determines the tilt direction of the current caisson foundation prefabricated component; Control the long-arm excavator to continue excavating the earth at the bottom of the trench. Each excavation is 2m long, 0.5m deep, and 1m wide. When a 5m-6m width is reserved around the bottom of the trench, switch to lowering a small excavator to continue excavating. After each excavation, allow the surface to stand for 3-5 minutes, then again measure the inclination angles of each facade of the caisson foundation precast component, and record them sequentially. ; Through the following analytical formulas , , , The inclination angle changes of each facade of the caisson foundation prefabricated component were obtained respectively; The tilt recovery rate of the caisson foundation prefabricated components is determined based on the obtained values ​​of each tilt angle change, and then the remaining number of excavations is predicted and excavation continues. After excavation to the preset elevation, determine whether the verticality of the current caisson foundation prefabricated components meets the standard; Once the verticality meets the standard, complete the sinking operation of the current caisson foundation prefabricated components.

4. The foundation precast component construction quality and safety control system according to claim 3, characterized in that: After the sinking of the precast caisson foundation components is completed, the crane is controlled to adjust the uniformity of the height difference of the precast caisson foundation components by applying loads to the four corners of the top of the precast caisson foundation components and then leaving them stationary.

5. The foundation precast component construction quality and safety control system according to claim 4, characterized in that: The construction control process of the caisson construction safety analysis unit includes: The changes in the surcharge load at the top four corners of the caisson foundation prefabricated component during the acquisition of surcharge load and static placement process; Once the surcharge load reaches the set requirement, keep the caisson stationary and observe the caisson settlement h every 24 hours. m Where m = 1, 2...M; m is the current observation number, and M is the total number of observations; By analyzing the formula The coefficient of variation of caisson settlement rate is obtained; where, This represents the caisson settlement at the (m+1)th observation. This represents the caisson settlement at the m-th observation. This represents the caisson settlement at the (m-1)th observation. By observing the settlement rate variation coefficient of each caisson, the settlement stability of the current caisson foundation prefabricated components under surcharge load can be determined. If the caisson settlement rate variation coefficient is less than the standard value after the specified surcharge period is reached, the current caisson foundation prefabricated component is in a safe and stable state; otherwise, the current caisson foundation prefabricated component is in an excessive settlement state. If the caisson foundation precast components experience excessive settlement, at least one additional row of foundation piles shall be constructed around the caisson foundation precast components. After the foundation piles of the first row are completed, continue to observe the change coefficient of settlement rate of each caisson until the change coefficient of settlement rate of the caisson is less than the standard value.

6. The foundation precast component construction quality and safety control system according to claim 5, characterized in that: Once it is determined that the current caisson foundation prefabricated component is in a safe and stable state, control the backfilling of sand and gravel foundation into the bottom of the caisson foundation prefabricated component and compact and level it. The bottom of the box is tied with a steel frame, and each node of the steel frame is traversed to ensure that all of them are welded or tied in place. Control the pouring equipment to pour concrete into the steel frame and maintain vibration; After the pouring is completed, a small leveling machine is lowered in and the leveling is completed; During the leveling process, laser scanning is used to acquire all pits on the concrete surface of the box bottom, and the top-view projected area of ​​the i-th pit is denoted as . Where i represents the pit number, i=1,2...1; By analyzing the formula Obtain the occupancy rate of pits on the concrete surface of the box bottom. ;in, This represents the total area of ​​the concrete surface at the bottom of the box. If the percentage of pits on the concrete surface at the bottom of the box If the depth of each pit is less than the set threshold and the maximum depth of each pit is less than the specified depth, then the current concrete surface leveling meets the requirements. Otherwise, continue leveling and re-measure until the concrete surface at the bottom of the box meets the requirements. At this point, the sealing of the bottom of the box is complete.

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