WO2024007614A1

WO2024007614A1 - Construction control method for partition type concrete diaphragm wall anchorage foundation

Info

Publication number: WO2024007614A1
Application number: PCT/CN2023/081102
Authority: WO
Inventors: 杨钊; 陈培帅; 饶为胜; 姬付全; 刘朋飞; 李德杰; 马超; 王新龙; 贺祖浩; 朱俊涛; 邱敏; 赵旭; 肖靖; 李嘉成; 曾旭涛; 李雪松; 杨睿; 石章入; 张瑞元
Original assignee: 中交第二航务工程局有限公司
Priority date: 2022-07-08
Filing date: 2023-03-13
Publication date: 2024-01-11
Also published as: CN115198783B; CN115198783A

Abstract

Disclosed in the present invention is a construction control method for a partition type concrete diaphragm wall anchorage foundation. The construction control method comprises: step 1, designing a partition type concrete diaphragm wall anchorage foundation structure; step 2, splicing first-stage steel box joints; step 3, constructing first-stage grooves; step 4, mounting the first-stage steel box joints; step 5, visually casting steel box concrete in the first-stage grooves; step 6, constructing second-stage grooves, mounting a second-stage reinforcing cage, and casting concrete to complete second-stage groove section construction; step 7, reinforcing a foundation for the partition type concrete diaphragm wall; and step 8, excavating a foundation pit inside the partition type concrete diaphragm wall, and sequentially carrying out underwater bottom sealing, base plate, core filling body and top plate construction in the foundation pit from bottom to top to complete the construction of the partition type concrete diaphragm wall anchorage foundation. The partition type concrete diaphragm wall anchorage foundation of the present invention has the advantages of both the concrete diaphragm wall anchorage foundation and an open caisson anchorage foundation, and has excellent adaptability to the formation, and the construction control method of the present invention can improve the construction quality of the anchorage foundation and accelerate construction.

Description

Construction control method of compartment-type floor-to-ground wall anchorage foundation

Technical field

The invention relates to the field of construction of compartment-type ground connecting wall anchor foundations. More specifically, the present invention relates to a construction control method for a bay-type floor-to-wall anchorage foundation.

Background technique

As the span and load of suspension bridges increase, the scale of the corresponding anchor foundations also increases. Commonly used anchor foundation types include underground diaphragm walls, caissons, tunnel anchors, etc. Among them, underground diaphragm walls and caissons are widely used in areas with deep overburden. However, conventional underground diaphragm wall anchorage foundations are less economical when the bearing layer is too deep, and caisson foundations are only suitable for sand layers. In order to meet the construction needs of super-large suspension bridges, a compartment-type continuous wall anchorage foundation is proposed to overcome the shortcomings of conventional underground diaphragm wall anchorage foundations and caisson foundations.

The compartment-type ground connection wall anchorage foundation is different from the conventional underground diaphragm wall anchorage foundation and caisson foundation. It has unique engineering features such as row-type steel mesh joints for ground connection walls and large-depth foundation reinforcement. If according to the traditional The construction technology, construction speed and project quality could not meet the requirements. In order to speed up the construction speed of anchorage foundation and improve the construction quality, it is necessary to propose a construction control method suitable for compartment-type ground wall anchorage foundation. For this reason, the construction control method of the compartment-type ground wall anchorage foundation of this application is proposed, which simultaneously meets the requirements of construction speed and project quality.

Contents of the invention

One object of the present invention is to provide a construction control method for a compartment-type ground connecting wall anchorage foundation. The compartment-type ground connecting wall anchorage foundation has the advantages of both a ground connection wall anchorage foundation and a caisson anchorage foundation. The ground strata It has good adaptability and the construction control method of the present invention can improve the construction quality of the anchorage foundation and speed up the construction speed.

In order to achieve these objects and other advantages according to the present invention, a construction control method for compartment-type ground wall anchorage foundation is provided, including:

Step 1: Design the basic structure of the compartment-type ground connection wall anchorage, and set the intersection points of the compartment-type ground connection walls as the first-phase trough sections, and the second-phase trough sections are set at non-compartment-type ground connection walls. at the intersection;

Step 2: Splice the processed first-phase steel box joint segments into a whole at the construction site to form a first-phase steel box joint, and the longitudinal deviation of the first-phase steel box joint after splicing is less than 5mm;

Step 3: The first phase of trough construction;

Step 4: Install the first-phase steel box joints in the first-phase trough;

Step 5: Visually pour the steel box concrete in the first phase of the trough to complete the construction of the first phase of the trough section;

Step 6: After the construction of the first phase trough section is completed, the second phase steel cage will be processed according to the design drawings, and then the second phase trough construction will be carried out, the second phase steel cage will be installed, and concrete will be poured to complete the second phase trough section construction;

Step 7: After the construction of the above-mentioned ground connecting wall is completed, carry out the foundation reinforcement construction of the partition type ground connecting wall;

Step 8. After the foundation reinforcement construction is completed, the excavation of the foundation pit inside the compartment-type ground connection wall is carried out, and then the underwater bottom seal, bottom plate, core filling body, and roof are constructed from bottom to top in the foundation pit to complete the compartment. Construction of ground-to-ground wall anchorage foundation.

Preferably, the designed basic structure of compartment-type ground-to-wall anchorage includes:

The partition-type connecting wall includes an outer connecting wall and an inner dividing connecting wall. The inner dividing connecting wall divides the enclosed area surrounded by the outer connecting wall into several small compartments;

Foundation reinforcement, which includes ultra-high-pressure jet grouting pile reinforcement in the closed area surrounded by the outer ground connection wall;

The internal structure includes an underwater bottom seal, a bottom plate, a core-filling body, and a top plate arranged in sequence from the bottom at least.

Preferably, the method for measuring the longitudinal deviation of the first-phase steel box joints spliced into a whole in step two is:

Place the first-phase steel box joint flat on a tire frame whose flatness meets the design requirements, and arrange three light beams on the central axis of the upper surface of the first-phase steel box joint. Learn from prisms, which are evenly arranged at the upper, middle and lower points along the length of the first-phase steel box joint;

A total station is arranged outside the joint of the steel box in the first phase to collect the geodetic coordinates of three optical prisms (x ₁ , y ₁ , z ₁ ), (x ₂ , y ₂ , z ₂ ), (x ₃ , y ₃ , z ₃ ), and calculate the deviations of the first-phase steel box joints in the x and z directions respectively:

n _x =(max(x ₁ ,x ₂ ,x ₃ )‐min(x ₁ ,x ₂ ,x ₃ ));n _z =(max(z ₁ ,z ₂ ,z ₃ )‐min(z ₁ , z ₂ ,z ₃ ));

When max (n _x , n _z ) <5mm, the longitudinal deviation is qualified and the next step of construction is carried out. Otherwise, the longitudinal deviation is unqualified and the first-phase steel box joints are re-spliced.

Preferably, during the first phase of trenching construction in step three, the trench holes are filled with bentonite mud, and the mud performance is automatically adjusted through the mud intelligent control system. The mud intelligent control system includes a mud performance parameter detection device and a circulating mud pool. , a new slurry tank, a new slurry expansion tank and a pulping station. The mud performance parameter detection device is used to detect the specific gravity, PH value, viscosity and sand content rate parameters of the mud in the circulating mud tank. The circulating mud tank, new slurry tank, The new slurry expansion tank and the pulping station are connected in sequence. A second pump is provided in the new slurry tank, which is used to pump the mud in the new slurry tank to the circulating mud tank. A first pump is provided in the new slurry expansion tank. A pump for pumping the mud in the new slurry expansion tank to the new slurry tank, and filling the mud in the circulating mud tank into the slot hole;

The specific control method of the mud intelligent control system is:

When the mud performance parameter detection device detects that the specific gravity of the mud in the circulating mud pool is greater than 1.2 or the PH value is greater than 11 or the viscosity is greater than 35s or the sand content is greater than 4%, the second pump is started to pump the new slurry in the new slurry pool to the circulation Mud pool, until the specific gravity of the mud in the circulating mud pool is less than 1.2, the pH value is less than 11, the viscosity is less than 35s, and the sand content is less than 4%, the second pump is turned off and the volume V ₁ pumped into the circulating mud pool from the new mud pool is recorded;

When the second pump is started, the pulping station is started at the same time, and new pulp is mixed according to the preset new pulp ratio. The mixing volume is V ₁ and is transported to the new pulp expansion tank for expansion. After expansion for 24 hours, the first pulp is opened. The pump pumps the fully expanded new slurry to the new slurry pool, thus completing the intelligent control of mud performance in one cycle.

Preferably, during the first phase of troughing construction in step three, the troughing detection equipment is used to detect the verticality of the troughing every 20m or 4h. The troughing detection equipment includes an industrial control host, an electric winch, and a detection probe. , a pair of steel wire ropes and cables, the electric hoist is arranged at the center of the slot of the tank section to be tested, the detection probe is connected to the electric hoist through a pair of steel wire ropes on both sides and the cable in the middle and is located in the tank section to be tested Inside, the electric winch is also connected to the industrial control host through a cable. The drum on the electric winch is wound around a pair of steel wire ropes and cables. The drum of the electric winch is driven by an AC motor to rotate forward and reverse. Inside the electric winch A depth sensor is also provided, which is used to obtain the depth of the detection probe. The detection probe includes an anti-twist connector, a sealing cylinder, a gyroscope, a fixed long rod, four measuring arms and a fixed disc. An anti-twist connector is located at the top of the sealing cylinder, and a pair of steel wire ropes are symmetrically connected to the anti-twist connector. The gyroscope is installed inside the sealing cylinder and is used to measure the azimuth angle of the detection probe. The cable is connected to the gyroscope after passing through the center of the anti-twist connector, the fixed long rod is connected to the bottom center of the sealing cylinder, and four measuring arms are arranged in an orthogonal relationship at the bottom of the sealing cylinder, so The top of the measuring arm is hinged with the sealing cylinder and is set by a pressure spring to rotate only along the plane formed by the vertical axis of the measuring arm and the fixed long rod. An inclination sensor is provided on the top of the measuring arm for measuring the opening of the measuring arm. Angle, the center of the fixed disk has a through hole through which the fixed long rod passes, and a ring of blocking rings is provided on the top surface of the fixed disk, which is used to limit the lower ends of the four measuring arms within it, and the The industrial control host is used to control the action of the electric winch, read the data obtained by the depth sensor, gyroscope and inclination sensor and calculate the display results.

Preferably, the method for the groove detection equipment to detect the verticality of the groove is:

S1: Install the groove detection equipment at the notch to be tested, and make it the initial state. The four measuring arms are limited by the fixed disk to the vertical state, and the detection probe gyroscope data is reset to zero;

S2: Put the detection probe into the groove section to be tested through the electric winch, read the depth position of the detection probe according to the depth sensor in the electric winch, and determine the groove depth H;

S3: Manually judge whether the detection probe reaches the bottom of the tank through the tightness of the probe cable and steel wire rope. If so, go to the next step, otherwise jump to S2;

S4: Set the detection probe lifting depth interval to L, then the number of data sets during the detection process N = H/L;

S5: Quickly pull up the wire rope and cable, and use the mud resistance to release the fixed disc downwards. The four measuring arms open outwards under the action of the pressure spring and respectively press against the four sides of the tank wall of the tank section to be tested;

S6: Determine whether the measuring arm is open based on the data obtained by the inclination sensor, if so, proceed to the next step, otherwise jump to step S5;

S7: Use the electric winch to slowly lift the detection probe according to the set depth interval L, read and store the depth h _j measured by the depth sensor, gyroscope and inclination sensor, the probe azimuth angle cosα _j and the opening angle of the four measuring arms. Among them, j=1,2,3,...N, i=1,2,3,4;

S8: The industrial control host calculates the groove width, length and verticality based on the read depth, probe azimuth angle and measuring arm opening angle information, and draws the groove wall depth-groove width curve and groove wall depth-groove length curve , depth-trough verticality curve and trough verticality; the specific method for calculating the trough width, length and verticality is as follows:

Taking the opposite pair of measuring arm 1 and measuring arm 3 as an example, calculate the half-slot width detected by measuring arm 1 and measuring arm 3:

The depth of the measuring point is corrected as follows:

Calculate the detected half-groove widths B ₁ and B ₂ at each standard depth h _j through linear interpolation, and add them to obtain the groove width B;

Calculate the half-groove length detected by measuring arm 2 and measuring arm 4 according to the above method;

Based on the half-groove width and half-groove length detected at each standard depth, a rectangular section corresponding to that depth is generated, and the non-uniform rational spline method is used to connect these rectangular sections in depth to form a three-dimensional shape of the groove wall;

Determine the rectangular center coordinates based on the rectangular cross-section at each standard depth. The rectangular center coordinates are the slot wall center coordinates. Connect the left edge depths of the slot wall centers to form a slot oblique curve, which is aligned with the axis in the width and length directions of the slot section. The deviation angle is the corresponding verticality;

S9: Determine whether the detection probe reaches the notch of the detection groove section according to the depth h _j . If h _j <0, proceed to the next step, otherwise continue to step S6;

S10: Stop lifting the detection probe and the detection is completed.

Preferably, the concrete pouring visualization in step five specifically includes two parts: real-time monitoring of underwater concrete liquid level and real-time monitoring of conduit installation length;

The specific real-time monitoring of underwater concrete liquid level is as follows: when making the steel box joints of the first phase and the steel cage of the second phase, a temperature optical fiber with a resolution of 0.2m is installed in advance. When the concrete is poured, the temperature optical fiber is monitored through the temperature optical fiber demodulation equipment. Temperature changes, according to changes in temperature, reflect the concrete liquid level;

Real-time monitoring of the installation length of the conduit is as follows: installing a chip containing conduit length information on each section of conduit, and installing an electromagnetic induction device on the conduit frame. When each section of conduit is removed, the electromagnetic induction device automatically counts and reduces the total length of the conduit. Divide the length of the removed conduit into the length of the remaining conduit.

Preferably, the foundation pit excavation control method in step eight is:

A crane covering the inner compartment is arranged at the intersection of the inner dividing ground connecting wall, and a belt-type horizontal conveyor is arranged on the top of the inner dividing connecting wall to transport the earth excavated from the inner compartment to the outside of the foundation pit;

Compartments are excavated in layers. The excavation elevation of each compartment is automatically collected through sonar detection technology and transmitted to the control system. The excavation depth of each layer is 2m. When the difference in excavation elevation between adjacent compartments exceeds 2m, the control system The system issues an alert;

Strain gauges are arranged in advance on the steel cage of the ground connection wall, and the stress value is obtained in real time through the control system. When the stress in the ground connection wall is less than the allowable stress, the excavation of the next layer continues. When the stress in the ground connection wall exceeds the allowable stress, the control system issues a Alarm, stop excavation of the compartment with deeper mud surface, and excavate adjacent compartments with shallower mud surface until the height difference of mud surface in all adjacent compartments is less than 0.3m, continue to excavate the next layer until all compartments are completed For the excavation of the warehouse, the allowable stress threshold is the allowable tensile stress of poured concrete.

The present invention at least includes the following beneficial effects:

1. This application proposes a new construction method for the designed special compartment-type ground wall anchorage foundation structure, which can improve the construction quality of the anchorage foundation and speed up the construction speed.

2. The compartment-type ground connecting wall anchorage foundation of this application has the advantages of both ground connecting wall anchorage foundation and caisson anchorage foundation. It has good stratum adaptability and overcomes the shortcomings of conventional underground diaphragm wall anchorage foundation and caisson shaft foundation. , to meet the construction needs of super-large suspension bridges.

3. During the trough construction process of this application, the performance of the mud in the trough is automatically adjusted through the mud intelligent control system to ensure the quality of the trough with high-quality mud.

4. During the troughing process, this application uses highly adaptable troughing detection equipment to detect the verticality of the trough every 20m or 4h to achieve "diligently measure and correct" and ensure high-precision troughing. This equipment detects The accuracy is not affected by the properties of the mud. There is no need to clean holes and replace slurry in advance. There is no detection blind area. The verticality of the slot can be automatically calculated and an alarm will be issued based on the set threshold. The three-dimensional hole shape of the slot can be generated in real time.

5. During the trough concrete pouring process, this application uses the height of the underwater concrete liquid level and the installation length of the conduit to visualize the pouring, reflecting the progress of the underwater concrete pouring and the buried depth of the conduit in real time to ensure that the conduit is not pulled out of the concrete and remains 2 The burial depth of ~4m controls the quality of underwater concrete pouring and avoids underwater concrete pouring accidents caused by excessively deep buried pipes or misoperation of pulling out the pipes.

6. This application uses intelligent construction control methods for foundation pit earth excavation to achieve rapid excavation of compartment-type ground-to-wall dry excavation and balanced soil extraction from each compartment during underwater excavation to achieve efficient and safe construction.

Other advantages, objects, and features of the present invention will be apparent in part from the description below, and in part will be understood by those skilled in the art through study and practice of the present invention.

Description of the drawings

Figure 1 is a schematic plan view of the compartment-type ground wall anchorage foundation of the present invention;

Figure 2 is an A-A cross-sectional view of the compartment-type ground wall anchorage foundation in Figure 1 of the present invention;

Figure 3 is a schematic diagram of the longitudinal deviation measurement method of the first-phase steel box joint of the present invention;

Figure 4 is a schematic structural diagram of the mud intelligent control system of the present invention;

Figure 5 is a schematic plan view of the floor connecting wall of the present invention;

Figure 6 is a schematic structural diagram of the groove detection equipment of the present invention;

Figure 7 is a schematic structural diagram of the detection probe of the groove detection equipment of the present invention;

Figure 8 is a flow chart of the detection process and program control of the groove detection equipment of the present invention;

Figure 9 is a top view of the position of the measuring arm during the detection process of the groove detection equipment of the present invention;

Figure 10 is a front view of the position of the measuring arm during the detection process of the groove detection equipment of the present invention;

Figure 11 is a schematic diagram of the three-dimensional shape of the groove wall detected by the groove detection equipment of the present invention;

Figure 12 is a control flow chart for foundation pit excavation according to the present invention.

Explanation of reference signs: 1. External connecting wall, 2. Internal dividing connecting wall, 3. Foundation reinforcement, 4. Underwater back seal, 5. Bottom plate, 6. Core filling, 7. Top plate, 8. Optical prism, 9. Phase I steel box joint, 10. Total station, 11. Mud performance parameter detection device, 12. Circulating mud tank, 13. New slurry tank, 14. New slurry expansion tank, 15. Pulp making station, 16. 1 Phase trough section, 17. Phase 2 trough section, 18. Industrial control host, 19. Electric winch, 20. Detection probe, 21. Wire rope, 22. Cable, 23. Tank section to be tested, 24. Anti-twist connector, 25. Sealing cylinder, 26, Gyroscope, 27. Fixed long rod, 28. Measuring arm, 29. Fixed disk, 30. Inclination sensor.

Detailed ways

The present invention will be further described in detail below with reference to the accompanying drawings, so that those skilled in the art can implement it with reference to the text of the description.

It should be noted that the experimental methods described in the following embodiments, unless otherwise specified, are all conventional methods, and the reagents and materials, unless otherwise specified, can be obtained from commercial sources; in the description of the present invention, The terms "horizontal", "vertical", "top", "bottom", "front", "back", "left", "right", "vertical", "horizontal", "top", "bottom", The orientations or positional relationships indicated by "inner", "outer", etc. are based on the orientations or positional relationships shown in the drawings. They are only for the convenience of describing the present invention and simplifying the description, and do not indicate or imply that the device or element referred to must have Specific orientations, construction and operation in specific orientations and therefore are not to be construed as limitations of the invention.

As shown in Figures 1 to 12, the present invention provides a construction control method for a compartment-type ground wall anchorage foundation, including:

Step 1: Design the basic structure of the bay-type ground connecting wall anchorage, as shown in Figure 1 and Figure 2, and set the intersection points of the bay-type ground connecting walls as the first phase trough section 16 and the second phase trough section 17 They are all installed at the non-intersection points of the partition wall, as shown in Figure 5;

Step 2: Transport the 9-meter first-phase steel box joint 9 sections processed in the factory to the construction site, and splice them into a whole at the construction site to form the first-phase steel box joint 9, and the first-phase steel box joint after the splicing is completed 9. Longitudinal deviation less than 5mm is qualified;

Step 3: The first phase of troughing construction; when the frequency of the amplitude of the guide wall opening wire rope 21 exceeding 5cm per unit time is not greater than 0.2 or the deflection angle of the milling bucket is not greater than 0.05° or the plane coordinate offset of the milling bucket is not greater than 7.5cm, The groove formation is qualified and the first phase of groove formation is completed;

Step 4: Install the first-phase steel box joint 9 in the first-phase trough; when the first-phase steel box joint 9 enters the trough, use the intelligent guide frame to guide and level the first-phase steel box joint 9 to ensure that the first-phase steel box joint 9 9 Installation verticality. The intelligent guide frame has an automatic leveling function, which can eliminate the impact of the height difference of the guide wall on the verticality of the installation of the first-phase steel box joint 9;

Step 5: Visually pour the steel box concrete in the first phase of the trough to complete the construction of the first phase of trough section 16;

Step 6: After the construction of the first phase trough section 16 is completed, the second phase steel cage will be processed according to the design drawings, and then the second phase trough construction, installation of the second phase steel cage, and concrete pouring will be carried out to complete the second phase trough section 17 construction;

Step 7: After the construction of the above-mentioned ground connection wall is completed, the foundation reinforcement construction of the compartment-type ground connection wall is carried out; the foundation reinforcement construction technology is ultra-high pressure rotary spraying process, and before the official construction, pilot hole construction is required. When constructing the pilot hole, control the verticality of the pilot hole at the bottom of the drill pipe so that the verticality of the pilot hole is not greater than 1/500.

Step 8. After the foundation reinforcement construction is completed, the excavation of the foundation pit inside the compartment-type ground connecting wall is carried out. During the excavation of the foundation pit, an intelligent deburring robot is used to chisel the wall surface, and then the process is carried out from bottom to top in the foundation pit. During the construction of underwater bottom seal 4, bottom plate 5, core filling 6, and roof 7, a large-volume concrete temperature control system was used to control the condensate water system based on temperature sensor monitoring data to ensure that bottom plate 5, core filling 6, and roof 7 There will be no temperature cracks, and the construction of the compartment-type ground-to-wall anchorage foundation will be completed.

In the above technical solution, as shown in FIG. 5 , the shaded part is the first-stage tank section 16 , and the white part between the shaded parts is the second-stage tank section 17 . During construction, the first-phase trench section 16 is constructed first. After the construction of the first-phase trench sections 16 adjacent to a certain second-phase trench section 17 is completed, the second-phase trench between the completed first-phase trench sections 16 can be constructed. Paragraph 17. During the construction of the trench section 16 of the first phase, the trench is dug first, and after the trenching is completed, the steel box joint 9 of the first phase is placed into the dug trench section; during the construction of the trench section 17 of the second phase, the trench is dug first, and after the trenching is completed , place the second-stage steel cage into the dug trench section, and then pour concrete to complete the construction of the entire partition-type ground connection wall.

In another technical solution, as shown in Figures 1 and 2, the designed compartment-type ground-to-wall anchorage infrastructure includes:

A compartment-type connecting wall includes an outer connecting wall 1 and an inner dividing connecting wall 2. The inner dividing connecting wall 2 divides the closed area surrounded by the outer connecting wall 1 into several small compartments;

Foundation reinforcement 3, which includes ultra-high pressure jet grouting pile reinforcement in the closed area surrounded by the outer ground wall 1;

The internal structure includes an underwater bottom seal 4, a bottom plate 5, a core filling body 6, and a top plate 7 arranged in sequence at least from the bottom.

In another technical solution, as shown in Figure 3, the longitudinal deviation measurement method of the first-phase steel box joint 9 that is spliced into a whole in the second step is:

Place the first-phase steel box joint 9 flatly on a tire frame whose flatness meets the design requirements, and arrange three sections on the central axis of the upper surface of the first-phase steel box joint 9 An optical prism 8 is evenly arranged at the upper, middle and lower points along the length direction of the primary steel box joint 9;

Arrange a total station 10 near the outside of the first-phase steel box joint 9 to collect the geodetic coordinates (x ₁ , y ₁ , z ₁ ), (x ₂ , y ₂ , z ₂ ), (x ₃ , y ₃ , z ₃ ), and calculate the deviations of the first-phase steel box joint 9 in the x and z directions respectively:

When max (n _x , n _z )<5mm, the longitudinal deviation is qualified and the next step of construction is carried out. Otherwise, the longitudinal deviation is unqualified and the first phase steel box joint 9 is re-spliced.

In another technical solution, as shown in Figure 4, during the first phase of trench construction in step three, the trench holes are filled with bentonite mud, and the mud performance is automatically adjusted through the mud intelligent control system. The mud intelligent control system It includes a mud performance parameter detection device 11, a circulating mud tank 12, a new slurry tank 13, a new slurry expansion tank 14 and a pulping station 15. The mud performance parameter detection device 11 is used to detect the specific gravity and PH of the mud in the circulating mud tank 12. value, viscosity, and sand content rate parameters. The circulating mud tank 12, the new slurry tank 13, the new slurry expansion tank 14, and the pulping station 15 are connected in sequence. The new slurry tank 13 is provided with a second pump, which is used to pump the new slurry. The mud in the slurry tank 13 is pumped to the circulating mud tank 12. The new slurry expansion tank 14 is provided with a first pump, which is used to pump the mud in the new slurry expansion tank 14 to the new slurry tank 13. The circulating mud The mud in the pool 12 is filled into the slot hole;

The specific control method of the mud intelligent control system is:

When the mud performance parameter detection device 11 detects that the specific gravity of the mud in the circulating mud pool 12 is greater than 1.2 or the PH value is greater than 11 or the viscosity is greater than 35 seconds or the sand content is greater than 4%, the second pump is started to pump the new slurry in the new mud pool 13 Pump to the circulating mud pool 12 until the specific gravity of the mud in the circulating mud pool 12 is less than 1.2, the PH value is less than 11, the viscosity is less than 35s, and the sand content is less than 4%, then turn off the second pump and record the circulating mud pumped into the new mud pool 13 Volume V ₁ of pool 12;

When the second pump is started, the pulping station 15 is started at the same time, and new pulp is mixed according to the preset new pulp ratio. The mixing volume is V ₁ and is transported to the new pulp expansion tank 14 for expansion. After expansion for 24 hours, open The first pump pumps the fully expanded new slurry to the new slurry tank 13, which completes the intelligent control of mud performance in one cycle.

In the above technical solution, during the second phase of trench construction, the trench holes are filled with bentonite mud, and the mud performance is automatically adjusted through the mud intelligent control system. The mud intelligent control system and method automatically compares the performance parameters of the mud in the tank with the performance parameters required by the specification, automatically calculates the amount of additives that need to be added, and realizes intelligent adjustment of the mud performance through the automatic feeding module to ensure that the tank is completed with high-quality mud. quality. The above-mentioned automation process is that the mud intelligent control system is equipped with a controller. After automatically acquiring data and comparing it, it automatically controls the actions of each equipment. This is a conventional control technology method and will not be described again here.

In another technical solution, as shown in Figures 6 and 7, during the first phase of troughing construction in step three, the troughing detection equipment is used to detect the verticality of the troughing every 20m or 4h. The trough detection equipment includes an industrial control host 18, an electric winch 19, a detection probe 20, a pair of wire ropes 21 and cables 22. The electric winch 19 is arranged at the center of the slot of the trough section 23 to be tested, and the detection probe 20 passes through both sides. A pair of steel wire ropes 21 and the middle cable 22 are connected to the electric winch 19 and are located in the tank section 23 to be tested. The electric winch 19 is also connected to the industrial control host 18 through the cable 22. The winder on the electric winch 19 The drums are respectively wound around a pair of wire ropes 21 and cables 22. The drum of the electric hoist 19 is driven by an AC motor to rotate forward and reverse. A depth sensor is also provided in the electric hoist 19, which is used to obtain the location of the detection probe 20. The detection probe 20 includes an anti-twist connector 24, a sealing cylinder 25, a gyroscope 26, a fixed long rod 27, four measuring arms 28 and a fixed disk 29. The anti-twist connector 24 is located in the dense On the top of the sealing cylinder 25, a pair of steel wire ropes 21 are symmetrically connected to the anti-twist connector 24. The gyroscope 26 is disposed inside the sealing cylinder 25 for measuring the azimuth angle of the detection probe 20. The cable 22 After passing through the center of the anti-twist connector 24, it is connected to the gyroscope 26. The fixed long rod 27 is connected to the bottom center of the sealing cylinder 25. Four measuring arms 28 are arranged in an orthogonal relationship on the sealing cylinder. At the bottom of the sealing cylinder 25, the top of the measuring arm 28 is hinged with the sealing cylinder 25 and is set by a pressure spring to rotate only along the plane formed by the vertical axis of the measuring arm 28 and the fixed long rod 27. The top of the measuring arm 28 is provided with The inclination sensor 30 is used to measure the opening angle of the measuring arm 28. The center of the fixed disk 29 has a through hole through which the fixed long rod 27 passes. With the lower ends of the four measuring arms 28 limited therein, the industrial control host 18 is used to control the action of the electric winch 19, read the data acquired by the depth sensor, the gyroscope 26 and the inclination sensor 30 and calculate the display results.

In the above technical solution, during the troughing process, the verticality of the trough is detected every 20m or 4 hours using highly adaptable troughing detection equipment to achieve "diligently measure and correct" and ensure high-precision troughing. This system The detection accuracy is not affected by the properties of the mud, and there is no need to clean the hole in advance. There is no detection blind area during slurry replacement. It can automatically calculate the verticality of the slot and issue an alarm based on the set threshold. It can generate a three-dimensional hole shape of the slot in real time. Of course, the same equipment and methods are also used for testing during the second phase of trough formation. The four measuring arms 28 are rectangularly distributed around the fixed long rod 27 with the fixed long rod 27 as the center. In the initial state, the four measuring arms 28 are limited by the fixed disc 29 as shown in Figure 7. When the fixed disc 29 is removed, , the four measuring arms 28 open outwards under the action of the pressure spring, as shown in Figure 10. The steel wire rope 21 is an anti-twist steel wire rope 21, and the drum of the electric winch 19 is driven by an AC motor to rotate forward and reverse, and is used to lower or lift the detection probe 20. The anti-twist connector 24 is located at the top of the sealing cylinder 25 to connect the steel wire rope 21 and the probe cable 22 to the detection probe 20 while preventing the detection probe 20 from being greatly twisted.

In another technical solution, as shown in Figures 8 to 11, the method for detecting the verticality of the groove by the groove detection equipment is:

S1: Install the groove detection equipment at the notch to be tested, so that it is in the initial state, the four measuring arms 28 are limited to the vertical state by the fixed disk 29, and the data of the detection probe 20 and the gyroscope 26 are reset to zero;

S2: Put the detection probe 20 into the groove section 23 to be tested through the electric winch 19, read the depth position of the detection probe 20 according to the depth sensor in the electric winch 19, and determine the groove depth H;

S3: Manually judge whether the detection probe 20 reaches the bottom of the tank through the tightness of the probe cable 22 and the steel wire rope 21, if so, proceed to the next step, otherwise jump to S2;

S4: Set the lifting depth interval of the detection probe 20 to L, then the number of data groups during the detection process is N=H/L;

S5: Quickly lift the wire rope 21 and cable 22, and use the mud resistance to disengage the fixed disk 29 downwards. The four measuring arms 28 open outwards under the action of the pressure spring and respectively press against the wall of the tank section 23 to be measured. the four sides;

S6: Determine whether the measuring arm 28 is open based on the data obtained by the inclination sensor 30, if so, proceed to the next step, otherwise jump to step S5;

S7: Use the electric winch 19 to slowly lift the detection probe 20 according to the set depth interval L, read and store the depth h _j , the probe azimuth angle cos α _j and the four measuring arms measured by the depth sensor, gyroscope 26 and inclination sensor 30 Opening angle of 28 Among them, j=1,2,3,...N, i=1,2,3,4;

S8: The industrial control host computer 18 calculates the groove width, length and verticality based on the read depth, probe azimuth angle, and measuring arm 28 opening angle information, and draws the groove wall depth-groove width curve, groove wall depth-groove formation Length curve, depth-trough verticality curve and trough verticality; the specific method for calculating the trough width, length and verticality is as follows:

Taking the opposite pair of measuring arms 281 and 283 as an example, as shown in Figures 9 and 10, the half-slot width detected by the measuring arms 281 and 283 is calculated through traditional geometric methods:

Although the four measuring points are all measured by the detection probe 20 at the same depth position, due to possible differences in the opening angles of the four measuring arms 28, the actual depths of the measuring points may not be consistent and cannot be obtained by simply adding the half-slot widths. For the slot width, calculate the depth corresponding to the bottom of the measuring arm 28 through the depth corresponding to the top of the measuring arm 28. The depth of the measuring point should be corrected according to the following formula:

Calculate the detected half-groove widths B ₁ and B ₂ at each standard depth h _j through linear interpolation, and add them together to obtain the groove width B; for example, based on the corresponding groove widths at 4m and 6m, calculate through linear interpolation The half-trough width at this position of 5m improves detection efficiency;

Calculate the half-groove length detected by the measuring arm 282 and the measuring arm 284 according to the above method;

Based on the half-groove width and half-groove length detected at each standard depth, a rectangular cross-section corresponding to the depth is generated, using non-uniform The rational spline method connects these rectangular sections in depth to form a three-dimensional shape of the groove wall, as shown in Figure 11;

S9: Determine whether the detection probe 20 reaches the notch of the detection groove section according to the depth h _j . If h _j <0, proceed to the next step, otherwise continue to step S6;

S10: Stop lifting the detection probe 20, and the detection is completed.

In the above technical solution, the detection accuracy of the gyroscope 26 used in this application is 0.5°, the detection accuracy of the inclination sensor 30 is 0.07°, and the depth sensor accuracy is 0.2%, which makes the overall detection accuracy of the entire trough detection equipment higher and becomes more complete. The inspection operation of the groove inspection equipment is fast and convenient. The inspection equipment is small in weight, easy to move, and the equipment is simple to operate. The time to complete the inspection of a single groove section is less than 10 minutes. The four measuring arms 28 can be supported on the four sides of the groove section respectively, and the groove can be completed in one go. Detection of width, length and verticality improves detection efficiency.

In another technical solution, the visualization of concrete pouring in step five specifically includes two parts: real-time monitoring of underwater concrete liquid level and real-time monitoring of conduit installation length;

The specific real-time monitoring of underwater concrete liquid level is as follows: when making the first-phase steel box joint 9 and the second-phase steel cage, temperature optical fibers with a resolution of 0.2m are installed in advance. During concrete pouring, the temperature optical fibers are monitored through temperature optical fiber demodulation equipment. The temperature change reflects the height of the concrete liquid level according to the temperature change; the principle used is that when concrete is poured, hydration heat will be released, resulting in a temperature difference with the ambient temperature. The part of the temperature optical fiber buried in the concrete and the part in the environment, There is a temperature difference to judge the interface between concrete and the environment;

In the above technical solution, the concrete pouring elevation can be measured in real time using sensors installed in advance at the first-stage steel box joint 9 or inside the second-stage steel cage. Combined with an intelligent conduit that can automatically record the length of the conduit, visual pouring can be achieved. According to the height of the underwater concrete liquid level and the installation length of the conduit, the progress of the underwater concrete pouring and the burial depth of the conduit can be reflected in real time, ensuring that the conduit is not pulled out of the concrete and maintains a burial depth of 2 to 4m, thereby controlling the quality of underwater concrete pouring. Avoid underwater concrete pouring accidents caused by burying pipes too deep or pulling out pipes by mistake.

In another technical solution, as shown in Figure 12, the foundation pit excavation control method in step eight is:

Arrange a crane covering the inner compartment at the intersection of the inner partition wall 2, and arrange a belt-type horizontal transporter on the top of the inner partition wall 2 to transport the earth excavated from the inner compartment to the outside of the foundation pit;

Strain gauges are arranged in advance on the steel cage of the ground connection wall, that is, the stress and strain monitoring sensors are used as data acquisition hardware. The stress value is obtained in real time through the control system. When the stress in the ground connection wall is less than the allowable stress, which is the design value, the excavation of the next layer continues. , when the stress in the local connecting wall exceeds the allowable stress, the control system issues an alarm, and measures must be taken immediately to reduce the excavation elevation difference between adjacent compartments, stop excavation of compartments with deeper mud surfaces, and excavate compartments with shallower mud surfaces. For adjacent compartments, until the height difference between the mud surfaces of all adjacent compartments is less than 0.3m, continue to excavate the next layer until the excavation of all compartments is completed. The allowable stress threshold is the allowable tensile stress of poured concrete, which is generally 0.5Mpa. .

In the above technical solution, the traditional ground-to-ground wall foundation pit adopts horizontal soil collection in the pit, and the excavation of the foundation pit can be completed by vertical excavation of the pit edge; while the foundation of large caissons generally adopts underwater mud suction operation. However, the compartment type ground wall anchorage foundation in the present invention has the characteristics of the above two structures at the same time. The excavation processes of the above two structures are not suitable. Therefore, a belt conveyor horizontal excavation process is proposed to realize the inner compartment Earth excavation. The advantage of this process is that compared with large-tonnage tower crane excavation, the excavation speed is fast and the cost is low. At the same time, the multi-compartment balanced soil acquisition technology and the stress and deformation monitoring system of the inner dividing ground connecting wall are used to achieve safe and efficient construction of foundation pit excavation.

Although the embodiments of the present invention have been disclosed above, they are not limited to the applications listed in the description and embodiments. They can be applied to various fields suitable for the present invention. For those familiar with the art, they can easily Additional modifications may be made, and the invention is therefore not limited to the specific details and illustrations shown and described herein without departing from the general concept defined by the claims and equivalent scope.

Claims

The construction control method of the compartment-type ground wall anchorage foundation is characterized by including:

Step 1: Design the basic structure of the compartment-type ground connection wall anchorage, and set the intersection points of the compartment-type ground connection walls as the first-phase trough sections, and the second-phase trough sections are set at non-compartment-type ground connection walls. at the intersection;

Step 2: Splice the processed first-phase steel box joint segments into a whole at the construction site to form a first-phase steel box joint, and the longitudinal deviation of the first-phase steel box joint after splicing is less than 5mm;

Step 3: The first phase of trough construction;

Step 4: Install the first-phase steel box joints in the first-phase trough;

Step 5: Visually pour the steel box concrete in the first phase of the trough to complete the construction of the first phase of the trough section;

Step 6: After the construction of the first phase trough section is completed, the second phase steel cage will be processed according to the design drawings, and then the second phase trough construction will be carried out, the second phase steel cage will be installed, and concrete will be poured to complete the second phase trough section construction;

Step 7: After the construction of the above-mentioned ground connecting wall is completed, carry out the foundation reinforcement construction of the partition type ground connecting wall;

Step 8. After the foundation reinforcement construction is completed, the excavation of the foundation pit inside the compartment-type ground connection wall is carried out, and then the underwater bottom seal, bottom plate, core filling body, and roof are constructed from bottom to top in the foundation pit to complete the compartment. Construction of ground-to-ground wall anchorage foundation.
The construction control method of compartment-type ground connection wall anchorage foundation according to claim 1, characterized in that the designed compartment-type ground connection wall anchorage foundation structure includes:

The partition-type connecting wall includes an outer connecting wall and an inner dividing connecting wall. The inner dividing connecting wall divides the enclosed area surrounded by the outer connecting wall into several small compartments;

Foundation reinforcement, which includes ultra-high-pressure jet grouting pile reinforcement in the closed area surrounded by the outer ground connection wall;

The internal structure includes an underwater bottom seal, a bottom plate, a core-filling body, and a top plate arranged in sequence at least from the bottom.
The construction control method of compartment-type ground wall anchorage foundation according to claim 1, characterized in that the longitudinal deviation measurement method of the first-phase steel box joints spliced into a whole in step two is:

Place the first-stage steel box joint flat on a tire frame whose flatness meets the design requirements, and arrange three optical prisms on the central axis of the upper surface of the first-stage steel box joint, which are evenly arranged on the upper surface along the length direction of the first-stage steel box joint. , middle and lower three points;

A total station is arranged outside the joint of the steel box in the first phase to collect the geodetic coordinates of three optical prisms (x 1 , y 1 , z 1 ), (x 2 , y 2 , z 2 ), (x 3 , y 3 , z 3 ), and calculate the deviations of the first-phase steel box joints in the x and z directions respectively:
n x =(max(x 1 ,x 2 ,x 3 )‐min(x 1 ,x 2 ,x 3 ));n z =(max(z 1 ,z 2 ,z 3 )‐min(z 1 , z 2 ,z 3 ));

When max (n x , n z ) <5mm, the longitudinal deviation is qualified and the next step of construction is carried out. Otherwise, the longitudinal deviation is unqualified and the first-phase steel box joints are re-spliced.
The construction control method of compartment type ground wall anchorage foundation according to claim 1, characterized in that, during the first-stage trough construction in step three, the slot holes are filled with bentonite mud, and the mud performance is intelligently controlled by the mud. The system automatically adjusts. The mud intelligent control system includes a mud performance parameter detection device, a circulating mud pool, a new mud pool, a new mud expansion tank and a pulping station. The mud performance parameter detection device is used to detect mud in the circulating mud pool. Specific gravity, pH value, viscosity, and sand content parameters, the circulating mud tank, the new slurry tank, the new slurry expansion tank and the pulping station are connected in sequence, and a second pump is provided in the new slurry tank, which is used to pump the new slurry The mud in the pool is pumped to the circulating mud pool. The new mud expansion pool is provided with a first pump, which is used to pump the mud in the new mud expansion pool to the new mud pool. The mud in the circulating mud pool is filled into into the slot;

The specific control method of the mud intelligent control system is:

When the mud performance parameter detection device detects that the specific gravity of the mud in the circulating mud pool is greater than 1.2 or the PH value is greater than 11 or the viscosity is greater than 35s or the sand content is greater than 4%, the second pump is started to pump the new slurry in the new slurry pool to the circulation Mud pool until circulating When the specific gravity of the mud in the ring mud pool is less than 1.2, the pH value is less than 11, the viscosity is less than 35s, and the sand content is less than 4%, turn off the second pump and record the volume V 1 pumped into the circulating mud pool from the new mud pool;

When the second pump is started, the pulping station is started at the same time, and new pulp is mixed according to the preset new pulp ratio. The mixing volume is V 1 and is transported to the new pulp expansion tank for expansion. After expansion for 24 hours, the first pulp is opened. The pump pumps the fully expanded new slurry to the new slurry pool, thus completing the intelligent control of mud performance in one cycle.
The construction control method of compartment type ground wall anchorage foundation according to claim 1, characterized in that, during the first phase of troughing construction in step three, the troughing detection equipment is used to check the troughing every 20m or 4h. The verticality is tested once. The trough detection equipment includes an industrial control host, an electric winch, a detection probe, a pair of wire ropes and cables. The electric winch is set at the center of the slot of the trough section to be tested. The detection probe passes through both sides. A pair of steel wire ropes and a middle cable are connected to the electric winch and are located in the tank section to be tested. The electric winch is also connected to the industrial control host through cables. The drums on the electric winch are respectively wound around a pair of steel wire ropes and cables. , the drum of the electric winch is driven by an AC motor to rotate forward and reverse. The electric winch is also provided with a depth sensor, which is used to obtain the depth of the detection probe. The detection probe includes an anti-twist connector, A sealing cylinder, a gyroscope, a fixed long rod, four measuring arms and a fixed disk. The anti-twist connector is located at the top of the sealing cylinder. A pair of steel wire ropes are symmetrically connected to the anti-twist connector. The gyro The instrument is arranged inside the sealing cylinder and is used to measure the azimuth angle of the detection probe. The cable passes through the center of the anti-twist connector and is connected to the gyroscope. The fixed long rod is connected to the sealing cylinder. At the center of the bottom, four measuring arms are arranged in an orthogonal relationship at the bottom of the sealing cylinder. The top end of the measuring arm is hinged with the sealing cylinder and is arranged through a pressure spring to only consist of the vertical axis of the measuring arm and the fixed long rod. Rotate in the plane, the top of the measuring arm is equipped with an inclination sensor for measuring the opening angle of the measuring arm, the center of the fixed disk has a through hole through which the fixed long rod passes, and the top surface of the fixed disk is provided with a The ring is used to limit the lower ends of the four measuring arms within it. The industrial control host is used to control the action of the electric winch, read the data obtained by the depth sensor, gyroscope and inclination sensor and calculate and display the results.
The construction control method of compartment-type ground wall anchorage foundation according to claim 5, characterized in that the method for detecting the verticality of the trough by the trough detection equipment is:

S1: Install the groove detection equipment at the notch to be tested, and make it the initial state. The four measuring arms are limited by the fixed disk to the vertical state, and the detection probe gyroscope data is reset to zero;

S2: Put the detection probe into the groove section to be tested through the electric winch, read the depth position of the detection probe according to the depth sensor in the electric winch, and determine the groove depth H;

S3: Manually judge whether the detection probe reaches the bottom of the tank through the tightness of the probe cable and steel wire rope. If so, go to the next step, otherwise jump to S2;

S4: Set the detection probe lifting depth interval to L, then the number of data sets during the detection process N = H/L;

S5: Quickly pull up the wire rope and cable, and use the mud resistance to release the fixed disc downwards. The four measuring arms open outwards under the action of the pressure spring and respectively press against the four sides of the tank wall of the tank section to be tested;

S6: Determine whether the measuring arm is open based on the data obtained by the inclination sensor, if so, proceed to the next step, otherwise jump to step S5;

S7: Use the electric winch to slowly lift the detection probe according to the set depth interval L, read and store the depth h j measured by the depth sensor, gyroscope and inclination sensor, the probe azimuth angle cosα j and the opening angle of the four measuring arms. Among them, j=1,2,3,...N, i=1,2,3,4;

S8: The industrial control host calculates the groove width, length and verticality based on the read depth, probe azimuth angle and measuring arm opening angle information, and draws the groove wall depth-groove width curve and groove wall depth-groove length curve , depth-trough verticality curve and trough verticality; the specific method for calculating the trough width, length and verticality is as follows:

Taking the opposite pair of measuring arm 1 and measuring arm 3 as an example, calculate the half-slot width detected by measuring arm 1 and measuring arm 3:

The depth of the measuring point is corrected as follows:

Calculate the detected half-groove widths B 1 and B 2 at each standard depth h j through linear interpolation, and add them to obtain the groove width B;

Calculate the half-groove length detected by measuring arm 2 and measuring arm 4 according to the above method;

Based on the half-groove width and half-groove length detected at each standard depth, a rectangular section corresponding to that depth is generated, and the non-uniform rational spline method is used to connect these rectangular sections in depth to form a three-dimensional shape of the groove wall;

Determine the rectangular center coordinates based on the rectangular cross-section at each standard depth. The rectangular center coordinates are the slot wall center coordinates. Connect the left edge depths of the slot wall centers to form a slot oblique curve, which is aligned with the axis in the width and length directions of the slot section. The deviation angle is the corresponding verticality;

S9: Determine whether the detection probe reaches the notch of the detection groove section according to the depth h j . If h j <0, proceed to the next step, otherwise continue to step S6;

S10: Stop lifting the detection probe and the detection is completed.
The construction control method of compartment type ground wall anchorage foundation according to claim 1, characterized in that the concrete pouring visualization in step five specifically includes two parts: real-time monitoring of underwater concrete liquid level and real-time monitoring of conduit installation length. ;

The specific real-time monitoring of underwater concrete liquid level is as follows: when making the steel box joints of the first phase and the steel cage of the second phase, a temperature optical fiber with a resolution of 0.2m is installed in advance. When the concrete is poured, the temperature optical fiber is monitored through the temperature optical fiber demodulation equipment. Temperature changes, according to changes in temperature, reflect the concrete liquid level;

Real-time monitoring of the installation length of the conduit is as follows: installing a chip containing conduit length information on each section of conduit, and installing an electromagnetic induction device on the conduit frame. When each section of conduit is removed, the electromagnetic induction device automatically counts and reduces the total length of the conduit. Divide the length of the removed conduit into the length of the remaining conduit.
The construction control method of compartment type ground wall anchorage foundation according to claim 2, characterized in that the foundation pit excavation control method in step eight is:

A crane covering the inner compartment is arranged at the intersection of the inner dividing ground connecting wall, and a belt-type horizontal conveyor is arranged on the top of the inner dividing connecting wall to transport the earth excavated from the inner compartment to the outside of the foundation pit;

The compartments are excavated in layers. The excavation elevation of each compartment is automatically collected through sonar detection technology and transmitted to the control system. The excavation depth of each layer is 2m. When the difference in elevation between adjacent compartments exceeds 2m, the control system will issue an alarm;

Strain gauges are arranged in advance on the steel cage of the ground connection wall, and the stress value is obtained in real time through the control system. When the stress in the ground connection wall is less than the allowable stress, the excavation of the next layer continues. When the stress in the ground connection wall exceeds the allowable stress, the control system issues a Alarm, stop excavation of the compartment with deeper mud surface, and excavate adjacent compartments with shallower mud surface until the height difference of mud surface in all adjacent compartments is less than 0.3m, continue to excavate the next layer until all compartments are completed For the excavation of the warehouse, the allowable stress threshold is the allowable tensile stress of poured concrete.