Monitoring system of barrel type foundation structure

Abstract

The utility model discloses a monitoring system of a barrel type foundation structure, and relates to the technical field of barrel type foundations. The monitoring system provided by the utility model comprises a barrel type foundation monitor and a foundation soil monitor, the barrel type foundation monitoring comprises a settlement monitoring point, a displacement monitoring point, a soil pressure monitoring point and a stress-strain monitoring point; the foundation soil monitoring comprises a soil mass deep layered settlement monitoring point, a soil mass lateral displacement monitoring point and a foundation soil pore water pressure monitoring point; the barrel type foundation monitor is arranged on the foundation barrel body; the foundation soil monitoring devices are arranged between the adjacent foundation barrels and located on the backfilling sides of the foundation barrels. According to the monitoring system of the barrel type foundation structure, the barrel type foundation monitoring is arranged on the whole foundation body, and the foundation soil monitoring is arranged on the adjacent foundation barrel body, so that the real condition of a wharf can be known in time, the design is further optimized, reasonable construction parameters are determined, and a technical foundation is laid for expanding popularization and application.

Description

Technical Field

[0001] The utility model relates to the technical field of barrel-type foundations, and more specifically, to a monitoring system for barrel-type foundation structures. Background Art

[0002] ‌Workboat wharfs are facilities that provide berthing and supply services for workboats. ‌Workboat wharfs are usually located in port areas and are designed to provide support and protection for official ships of maritime, customs, border defense and other departments in the port area. These wharves not only provide a place for workboats to dock, but also provide necessary supply services to ensure that official ships can carry out their tasks smoothly.

[0003] In the existing technology, the workboat dock can (also serve as a revetment) adopt a barrel foundation structure. The barrel foundation is a new type of hydraulic structure with an open bottom and a closed top. It can form a pressure difference between the inside and outside of the barrel by pumping water, thereby overcoming resistance and sinking. It is particularly suitable for soft clay seabeds. It has the advantages of no need for large equipment for construction and sinking on the water, short water operation time, and no noise during construction. It is used in marine engineering and water transport engineering. In order to better understand the actual situation of the workboat dock, further optimize the design, determine reasonable construction parameters, and lay a technical foundation for expanding and promoting applications. It is necessary to monitor the typical barrel body and collect data such as on-site structural deformation and displacement, internal force, and interaction with soft soil foundation (or sand pile reinforced foundation). Utility Model Content

[0004] In view of this, the utility model provides a monitoring system for a barrel-type infrastructure, which can detect the barrel-type infrastructure and obtain technical information.

[0005] The utility model provides a monitoring system for a barrel-type foundation structure, including: barrel-type foundation monitoring and foundation soil monitoring;

[0006] The bucket foundation monitoring includes: settlement monitoring points, displacement monitoring points, earth pressure monitoring points and stress-strain monitoring points;

[0007] The foundation soil monitoring includes: soil deep layer settlement monitoring points, soil lateral displacement monitoring points and foundation soil pore water pressure monitoring points;

[0008] The barrel-type basic monitoring is arranged on the basic barrel body;

[0009] The foundation soil monitoring system is arranged between adjacent foundation barrels and is located at the backfill side of the foundation barrels.

[0010] In a possible implementation, the settlement monitoring point and the displacement monitoring point are set at the same position;

[0011] The settlement monitoring point and / or the displacement monitoring point is a prism;

[0012] The prism is disposed at a corner of the top of the upper barrel body;

[0013] A steel pipe is connected between the prism and the top of the upper barrel body, and a plurality of triangular braces are connected between the steel pipe and the upper barrel body.

[0014] In a possible implementation manner, the earth pressure monitoring points are disposed on the side wall of the lower barrel body, the bottom of the lower barrel body, and the cover plate of the lower barrel body.

[0015] In a possible implementation manner, a earth pressure gauge and a pore water pressure gauge are disposed at any one of the earth pressure detection points.

[0016] In a possible implementation manner, the stress test points are disposed on the side wall of the lower barrel body, the partition of the lower barrel body, the cover plate of the lower barrel body, and the side wall of the upper barrel body.

[0017] In a possible implementation manner, the deep layer stratified settlement monitoring points of the soil body, the lateral displacement monitoring points of the soil body, and the pore water pressure monitoring points of the foundation soil are arranged side by side and are all arranged along the depth direction.

[0018] In a possible implementation manner, the deep layer stratified settlement monitoring points of the soil body include drill holes, and multi-point displacement gauges are disposed in the drill holes.

[0019] In a possible implementation manner, the lateral displacement monitoring points of the soil body include inclinometer tubes, sensor strings, and clamps;

[0020] The sensor string includes a plurality of probes, and the plurality of probes are connected by connecting rods;

[0021] The sensor string is disposed in the inclinometer tube and is connected to the clamp disposed at the pipe orifice of the inclinometer tube.

[0022] In a possible implementation manner, the pore water pressure monitoring points of the foundation soil include steel wire hoses and a plurality of sensors;

[0023] The plurality of sensors are evenly spaced and connected by high-strength nylon ropes or steel wires and are placed in the steel wire hose.

[0024] Compared with the prior art, the monitoring system of the bucket foundation structure provided by the present invention at least achieves the following beneficial effects:

[0025] In the embodiments provided by the present utility model, by arranging the monitoring of the bucket foundation on the basic through-body and arranging the monitoring of the foundation soil adjacent to the adjacent foundation barrels, the deformation and displacement conditions after the settlement of the bucket foundation structure can be understood in time to judge the overall stability of the foundation; the internal force change conditions under the settlement of the bucket foundation structure and the filling effect can be understood in time to provide a basis for design optimization; the influence of the foundation (or sand pile reinforced foundation) on the bucket settlement during the settlement process of the bucket foundation structure can be understood in time; the settlement conditions of the soil near the bucket foundation and the layered settlement conditions of the deep soil layer during the filling process can be understood in time, and the consolidation conditions of each soil layer (according to the geological layer or according to the natural thickness) can be understood; the rising and dissipation conditions of the pore water pressure of the foundation soil near the bucket foundation during the filling process can be understood in time to provide data support for calculating the soil consolidation degree and calculating the growth of soil strength; the lateral displacement conditions of the soil near the bucket during the filling behind the bucket can be understood in time; the underwater terrain and water depth change conditions after the installation of the bucket foundation structure can be understood in time. The monitoring system provided by the present utility model can grasp the real situation of the wharf, further optimize the design, determine reasonable construction parameters, and lay a technical foundation for expanding the promotion and application.

[0026] Of course, it is not necessarily required that any product implementing the present utility model simultaneously achieves all the above-described technical effects.

[0027] Other features and advantages of the present utility model will become clear through the following detailed description of the exemplary embodiments of the present utility model with reference to the accompanying drawings. BRIEF DESCRIPTION OF THE DRAWINGS

[0028] The drawings incorporated in and forming a part of this specification illustrate embodiments of the present utility model and, together with the description, serve to explain the principles of the present utility model.

[0029] Figure 1 A schematic diagram of a bucket foundation structure provided by the present utility model;

[0030] Figure 2 A schematic diagram of the installation positions of the settlement monitoring points and displacement monitoring points provided by the present utility model;

[0031] Figure 3 One of the schematic diagrams of the installation positions of the earth pressure monitoring points provided by the present utility model;

[0032] Figure 4 Another schematic diagram of the installation positions of the earth pressure monitoring points provided by the present utility model;

[0033] Figure 5 Another schematic diagram of the installation positions of the earth pressure monitoring points provided by the present utility model;

[0034] Figure 6The fourth schematic diagram of the installation position of the earth pressure monitoring point provided by the present utility model;

[0035] Figure 7 The fifth schematic diagram of the installation position of the earth pressure monitoring point provided by the present utility model;

[0036] Figure 8 The sixth schematic diagram of the installation position of the earth pressure monitoring point provided by the present utility model;

[0037] Figure 9 The first schematic diagram of the installation position of the stress test point provided by the present utility model;

[0038] Figure 10 The second schematic diagram of the installation position of the stress test point provided by the present utility model;

[0039] Figure 11 The third schematic diagram of the installation position of the stress test point provided by the present utility model;

[0040] Figure 12 The fourth schematic diagram of the installation position of the stress test point provided by the present utility model;

[0041] Figure 13 The first schematic diagram of the installation position of the deep soil layer stratified settlement monitoring point or the soil lateral displacement monitoring point or the foundation soil pore water pressure monitoring point provided by the present utility model;

[0042] Figure 14 The second schematic diagram of the installation position of the deep soil layer stratified settlement monitoring point or the soil lateral displacement monitoring point or the foundation soil pore water pressure monitoring point provided by the present utility model;

[0043] Figure 15 The third schematic diagram of the installation position of the deep soil layer stratified settlement monitoring point or the soil lateral displacement monitoring point or the foundation soil pore water pressure monitoring point provided by the present utility model;

[0044] Figure 16 The schematic diagram of the scope of the topographic observation provided by the present utility model. Detailed implementation manners

[0045] Now, various exemplary embodiments of the present utility model will be described in detail with reference to the accompanying drawings. It should be noted that: unless otherwise specifically stated, the relative arrangements of components and steps, numerical expressions and values set forth in these embodiments do not limit the scope of the present utility model.

[0046] The following description of at least one exemplary embodiment is merely illustrative in nature and in no way serves as any limitation to the present utility model and its application or use.

[0047] Technologies, methods, and devices known to those of ordinary skill in the relevant art may not be discussed in detail, but where appropriate, such technologies, methods, and devices shall be regarded as part of the specification.

[0048] In all examples shown and discussed herein, any specific values should be construed as merely exemplary and not as a limitation. Thus, other examples of the exemplary embodiments may have different values.

[0049] It should be noted that like reference numerals and letters refer to like items in the following figures, and thus, once an item is defined in one figure, further discussion thereof is not required in subsequent figures.

[0050] Referring to Figure 1 as shown, the working boat dock adopts a bucket foundation structure. A number of bucket foundation structures are arranged in an "L" shape, totaling 30 groups, and the distance between adjacent bucket foundation structures is 0.9 - 1.0 m. Any bucket foundation structure is composed of a lower foundation bucket body and an upper caisson. Referring to Figure 3 or Figure 7 as shown, the foundation bucket body 100 includes a lower bucket body 10 and an upper bucket body 20 provided at the top of the lower bucket body 10. Along the vertical direction, the projected shape of the lower bucket body 10 is elliptical, and the projected shape of the upper bucket body 20 is rectangular. The inside of the bucket is divided into several compartments by partitions, and the bucket is backfilled with sand. After the revetment is built and its displacement and deformation are stable, a cover plate is cast in situ on the top of the caisson of the bucket foundation structure, a berthing member is installed, a breast wall is cast in situ on the upper part of the cover plate, and berthing mooring facilities are provided on the breast wall.

[0051] The embodiment of the present utility model provides a monitoring system for a bucket foundation structure, including: bucket foundation monitoring and foundation soil monitoring;

[0052] The bucket foundation monitoring includes: settlement monitoring points 01, displacement monitoring points 02, earth pressure monitoring points 03, and stress and strain monitoring points 04;

[0053] The foundation soil monitoring includes: deep soil layer settlement monitoring points 05, soil lateral displacement monitoring points 06, and foundation soil pore water pressure monitoring points 07;

[0054] The bucket foundation monitoring is provided on the foundation bucket body 100;

[0055] The foundation soil monitoring is provided between adjacent foundation bucket bodies 100 and on the backfill side of the foundation bucket body 100.

[0056] In an alternative embodiment, the foundation bucket body 100 includes two structures. Referring to Figure 3 as shown, the first type: the upper bucket body 20 includes 1, and 2 partitions are provided in the major axis direction of the lower bucket body 10, and 3 partitions are provided in the minor axis direction. Referring to Figure 7As shown, the upper barrel body 20 includes two partitions arranged along the long axis direction of the lower barrel body 10 and four partitions arranged along the short axis direction.

[0057] In an alternative embodiment, referring to Figure 2 As shown, the settlement monitoring point 01 and the displacement monitoring point 02 in the bucket foundation monitoring are set at the same position. Specifically, during the construction period, the settlement monitoring point 02 and the displacement monitoring point 02 are set at the top of the foundation bucket body 100, and the permanent settlement monitoring point 02 and the displacement monitoring point 02 are set at the top of each section of the breast wall in two sections. For the foundation bucket bodies 100 with different structures, one can be selected for settlement monitoring and displacement monitoring respectively.

[0058] The settlement monitoring point and / or the displacement monitoring point is a prism; the prism is set at the corner of the top of the upper barrel body 20.

[0059] During the construction period, considering that the elevation of the top surface of the foundation bucket body 100 is +1.0m / +2.0m after the installation of the bucket foundation structure, and the high tide level on site is greater than its elevation, resulting in the prism being unable to emerge from the water at high tide, and the prism being contaminated by mud and unable to be observed, or the prism being washed away by the ebb and flow of the tide. Therefore, during the construction period, a steel pipe is connected between the prism and the top of the upper barrel body, and the prism is arranged at the top of the steel pipe, and several triangular braces are connected between the steel pipe and the upper barrel body to fix the steel pipe.

[0060] It should be noted that for settlement observation: due to the actual situation at the construction site in the early stage of construction, it is impossible to directly carry out leveling measurement to observe the top of the large bucket foundation structure. Under the condition of integrating limited resources and equipment, corresponding observation work has to be carried out. According to the actual conditions on site, a total station is selected for leveling observation, and its observation accuracy will decrease. The measure taken to ensure its accuracy is to use the total station to carry out trigonometric leveling measurement according to the multi-observation method to ensure the observation accuracy; when conditions permit on site, a level is used to carry out settlement observation on each observation point according to the technical requirements of second-class leveling. For displacement observation: a total station is set up on one of the control point observation piers, and a prism is placed on another control point observation pier as the back sight azimuth angle, and high-precision multi-observation is carried out on the measuring points.

[0061] Furthermore, for the basic requirements of observation: an observation cycle is completed within a short period of time. When observing different cycles, the same observation network form, observation route and observation method are selected, and the same measuring instruments and equipment are used. During the observation period, the observation personnel should be fixed and the observation should be carried out under the environment and conditions specified by the observation method.

[0062] Specifically, for the first observation: the first observation should be continuously carried out twice independently. When the difference between the corresponding two observation data is not greater than the limit error (twice the mean error), the arithmetic mean is taken as the initial value of this observation, otherwise re-measurement should be carried out immediately.

[0063] Specifically, the observation period includes: the construction stage and the static stage.

[0064] Construction stage (from the completion of the sinking of the bucket foundation structure to the superstructure connection): After the completion of the sinking of the bucket foundation structure, the points are immediately laid out and the first measurement work is started. After the first measurement, the settlement and displacement observation frequency is once every 1 - 2 days (except for special weather). After the observation results are relatively stable and a certain period of time has passed, the observation frequency is carried out according to the weekly or monthly frequency. Static stage (from the end of the superstructure construction to the completion of the project acceptance): At the beginning, it is once every 1 - 2 days (except for special weather). After the observation results are relatively stable and a certain period of time has passed, the observation frequency is carried out according to the weekly or monthly frequency.

[0065] Furthermore, when the data is significantly abnormal during the settlement and displacement observation, the construction is suspended, reported to the project department, and at the same time, the number of observations should be increased in a timely manner or the settlement observation plan should be adjusted, and the construction is resumed after the observed values are stable.

[0066] Furthermore, after each re - measurement of the reference network, the stability of the reference points should be analyzed and judged by means of combined comparison according to the difference between the data of this re - measurement and the previous data. During the settlement and displacement observation process, when the settlement and displacement of the observation points in a certain period show abnormal changes, the reasons are analyzed, and on the premise of excluding errors in the observation itself, the stability of the reference points is detected and analyzed in a timely manner.

[0067] Furthermore, the processing of the detection data includes: (1) Original data sorting and backup: Collect and sort out the field observation records, check whether the original data is complete, and do a good job in backing up the original data files. (2) Data verification: Verify the original data and have someone else verify it to see if there are any recording errors, etc. (3) Enter the data into the in - house processing form according to a fixed format, check for any abnormal situations, and eliminate the observed data containing gross errors; (4) After each observation period, calculate the settlement amount, cumulative settlement amount, settlement difference, settlement rate of each observation point and the average settlement amount of all observation points, displacement amount, cumulative displacement amount, displacement rate and the average displacement amount of all observation points.

[0068] In an alternative embodiment, with reference to Figures 3 to 8 As shown, the earth pressure monitoring point 03 is arranged on the side wall, the bottom and the cover plate of the lower barrel 10. As mentioned above, for the basic barrels 100 of the two structures, one is selected for effective earth pressure detection. Specifically, an earth pressure gauge and a pore water pressure gauge are arranged at any earth pressure detection point 03. Specifically, the pore water pressure gauge can be a vibrating wire pore water pressure gauge; the earth pressure gauge can be a vibrating wire earth pressure gauge.

[0069] When the basic barrel 100 includes one upper barrel 20:

[0070] Refer to Figure 3 and Figure 4 As shown, earth pressure gauges and pore water pressure gauges are arranged on the inner and outer sides of the barrel wall of the lower barrel body 10 to measure the horizontal earth pressure and pore water pressure on the side of the barrel structure during the installation and backfilling processes. The earth pressure monitoring point 03 is set on the backfill side of the lower barrel body 10 and is arranged at intervals of 1.8 m in the vertical direction. The earth pressure monitoring point 03 is set at least at the end and 45° of the backfill side of the lower barrel body 10, and at the end of the sea side.

[0071] Refer to Figure 5 As shown, earth pressure gauges and pore water pressure gauges are arranged at the bottom end of the lower barrel body 10 to measure the vertical earth pressure and pore water pressure on the bottom end of the barrel structure. The earth pressure monitoring point 03 is set at the intersection of the edge of the lower barrel body 10 and the partition, and at 45°.

[0072] Refer to Figure 6 As shown, earth pressure gauges and pore water pressure gauges are arranged on the lower side of the cover plate of the lower barrel body 10 to measure the vertical acting force and pore water pressure on the lower surface of the cover plate. The earth pressure monitoring point 03 is set in the middle of each panel on both sides of the long axis direction of the cover plate.

[0073] When the foundation barrel body 100 includes two upper barrel bodies 20:

[0074] Refer to Figure 7 As shown, earth pressure gauges and pore water pressure gauges are arranged on the inner and outer sides of the barrel wall of the lower barrel body 10 to measure the horizontal earth pressure and pore water pressure on the side of the barrel structure during the installation and backfilling processes. The earth pressure monitoring point 03 is set on the backfill side of the lower barrel body 10 and is arranged at intervals of 1.8 m in the vertical direction. The earth pressure monitoring point 03 is set at least at the end and 45° of the backfill side of the lower barrel body 10, and at the end of the sea side.

[0075] Refer to Figure 8 As shown, earth pressure gauges and pore water pressure gauges are arranged at the bottom end of the lower barrel body 10 to measure the vertical earth pressure and pore water pressure on the bottom end of the barrel structure. The earth pressure monitoring point 03 is set on the transverse and longitudinal symmetry axes of the edge of the lower barrel body 10, and at 45°.

[0076] It should be noted that the earth pressure monitoring adopts the method of wireless remote telemetry. The instrument data cable is connected to the measurement and control unit (data acquisition system). The initial acquisition frequency is once every 5 minutes, and the acquisition frequency is once every 1 hour after stabilization.

[0077] In addition, a permanent observation room support is installed inside the upper barrel body 20, so that the observation room is about 4.0 m higher than the road surface after backfilling (for convenient vehicle passage). The automatic acquisition and wireless transmission equipment is placed inside the observation room and is self-powered by solar energy.

[0078] In an alternative embodiment, referring to Figures 9 to 12 as shown, the stress test points 04 are arranged on the side wall of the lower barrel body 10, the partition plate of the lower barrel body 10, the cover plate of the lower barrel body 10, and the side wall of the upper barrel body 20. For the basic barrel body 100 of the above two structures, one of each is selected for stress and strain detection. The measuring point arrangements of the basic barrel bodies 100 of the two structures are the same. Specifically, referring to Figure 9 as shown, the stress test points 04 are arranged on the side wall of the backfill side of the lower barrel body 10, and are arranged vertically at intervals of 1.8 m along the side wall. Referring to Figure 10 as shown, the stress test points 04 are arranged on the side wall of the lower barrel body 10, and can be arranged at the ends in the long axis direction, on the partition plate, and at the intersections of the side wall and the partition plate. Referring to Figure 11 as shown, the stress test points 04 are arranged on the cover plate of the lower barrel body 10, and are also arranged close to the backfill side. Referring to Figure 12 as shown, the stress test points 04 are arranged on the side wall of the backfill side of the upper barrel body 20, and are arranged vertically at intervals of 1.8 m along the side wall.

[0079] It can be understood that the stress test adopts the method of wireless remote telemetry, and the instrument data line is connected to the measurement and control unit (data acquisition system). The early acquisition frequency is 5 minutes / time, and the acquisition frequency is 1 hour / time after stabilization. Stress sensors are arranged at each measuring point, and vibrating wire stress gauges can be selected.

[0080] Furthermore, a permanent observation room support is installed inside the upper barrel body 20, so that the observation room is about 4.0 m higher than the road surface after backfilling (for convenient vehicle passage). The automatic acquisition and wireless transmission equipment is placed inside the observation room and is self-powered by solar energy.

[0081] In an alternative embodiment, referring to Figure 13 or Figure 14 as shown, the deep soil layer settlement monitoring points 05, the soil lateral displacement monitoring points 06, and the pore water pressure monitoring points 07 of the foundation soil are arranged side by side and are all arranged along the depth direction.

[0082] It can be understood that for several bucket foundation structures arranged in an "L" shape, one section selects the basic barrel body 100 of the first structure, that is, the upper barrel body 20 includes one, and the lower barrel body 10 is provided with two partition plates in the long axis direction and three partition plates in the short axis direction. The perpendicular other section selects the basic barrel body 100 of the second structure, that is, the upper barrel body 20 includes two, and the lower barrel body 10 is provided with two partition plates in the long axis direction and four partition plates in the short axis direction. Referring to Figure 13 and Figure 14 as shown, at least one foundation soil monitoring is arranged between the basic barrel bodies 100 of the first structure, and at least one foundation soil monitoring is arranged between the basic barrel bodies 100 of the second structure.

[0083] Furthermore, referring to Figure 15As shown, the foundation soil monitoring includes at least the deep soil layer settlement monitoring points 05, the soil lateral displacement monitoring points 06, and the foundation soil pore water pressure monitoring points 07. The deep soil layer settlement monitoring points 05, the soil lateral displacement monitoring points 06, and the foundation soil pore water pressure monitoring points 07 are arranged side by side and are all arranged along the depth direction. They are arranged downward from the top of the lower barrel 10 and at least extend below the bottom of the lower barrel 10. In one embodiment, any one of the deep soil layer settlement monitoring points 05, the soil lateral displacement monitoring points 06, and the foundation soil pore water pressure monitoring points 07 is arranged on the backfill side of the bucket foundation structure, and the spacing along the depth direction is 3m, and the buried elevations are -10m, -13m, -16m, -19m, -22m, -25m, and -28m respectively. It should be noted that the specific number of boreholes is determined according to the geological conditions.

[0084] In an alternative embodiment, the deep soil layer settlement monitoring point 05 includes a borehole, and a multi-point displacement meter is arranged in the borehole.

[0085] Specifically, a drilling platform is erected on the upper cylinder to install a drill for drilling (a casing needs to be lowered to the mud surface during burial). The hole depth is required to penetrate the mucky soft soil layer to the bedrock layer. The drill bit is withdrawn, and the pre-connected multi-point displacement meter is placed into the borehole, and then backfilled and sealed with mud balls and medium-coarse sand. The wire protection method of the sensor is the same as that of the pore water pressure gauge. The measuring points are connected to the measurement and control unit and wirelessly transmitted to the computer for real-time monitoring. The layered settlement amount of the foundation soil is calculated according to the relative displacement between different measuring points (assuming the bottom measuring point is stationary). The early collection frequency is 5 minutes / time, and the collection frequency is 1 hour / time after stabilization. The multi-point displacement meter can automatically collect and perform wireless transmission.

[0086] In an alternative embodiment, the soil lateral displacement monitoring point 06 includes an inclinometer tube, a sensor string, and a clamp;

[0087] The sensor string includes a plurality of probes, and the plurality of probes are connected by connecting rods;

[0088] The sensor string is arranged in the inclinometer tube and is connected to the clamp arranged at the pipe orifice of the inclinometer tube.

[0089] It is understandable that the soil lateral displacement measurement points are arranged on the backfill side, using a fixed inclinometer. When burying the measurement points, first, drill holes: use a drill rig to drill holes on the drilling platform, with a hole diameter of 108mm and a drilling depth of at least 1m into the bedrock layer, to serve as the reference point for inclinometer monitoring. Then, install the inclinometer tube: place the inclinometer tube into the hole, with its guide groove direction aligned with the known offset direction. Next, backfill the hole wall with grouting: during the grouting process, pay attention to adding clean water to the inclinometer tube for balance to prevent the inclinometer tube from floating; after the first grouting, the slurry will fall back and should be supplemented. Furthermore, the installation of the fixed inclinometer: first determine the elevation of each fixed inclinometer along the depth direction, cut and install the connecting rod according to the pre-designed burial depth, connect the probes in series through the installation connecting rod to form a sensor string; then install the top clamp at the pipe mouth, support the sensor through the clamp, align the guide wheel direction of the sensor string with the guide groove direction of the inclinometer tube, and slowly put the sensor string into the specified position; finally, fix the sensor string on the top clamp. During the lowering process, it is strictly forbidden to bump the sensor to prevent damage to the internal accelerometer. Finally, the instrument is connected: the transmission cable of the sensor string is inserted into the high-pressure hose and led to the acquisition box of the wireless measurement and control unit. The fixed inclinometer adopted by the utility model adopts the method of wireless measurement and control for real-time monitoring. The initial acquisition frequency is 5min / time, and the acquisition frequency is 1h / time after stabilization. The fixed inclinometer can automatically collect and transmit wirelessly.

[0090] In an optional embodiment, the foundation soil pore water pressure monitoring point 07 includes a steel wire hose and a plurality of sensors;

[0091] Several sensors are evenly spaced and connected by high-strength nylon ropes or steel cables and placed in a steel hose.

[0092] It is understandable that when burying the measuring points, first, each group of sensor wires are tied and fixed with high-strength nylon ropes or steel wire ropes at a spacing of 1m. The ropes are short and the wires are long, which can not only avoid the wires from being pulled, but also leave a margin for future ground settlement. After the sensor is buried, the wire end left on the drilling platform is passed through a steel hose for protection, and finally pulled to the observation room for automatic testing. The initial acquisition frequency is 5min / time, and the acquisition frequency after stabilization is 1h / time. The sensor is a pore water pressure gauge, and further, a vibrating string pore water pressure gauge can be selected.

[0093] Furthermore, the pore water pressure calculation formula is:

[0094]

[0095] Where: —pore water pressure (kPa);

[0096] —Calibration factor (kPa / Hz2);

[0097] — Test frequency (Hz);

[0098] — Initial frequency (Hz).

[0099] In an alternative embodiment, the foundation soil monitoring further includes topographic observation. Referring to Figure 16 as shown, after the installation of the bucket foundation structure, the topography within 50 m in front of the bucket (the shaded part in the figure) is observed, and the GPS RTK tide-free surveying technology is used for measurement. Specifically, it is observed once a month during the construction period, and once every two months after the construction is completed. The observation period is until the project acceptance.

[0100] In an alternative embodiment, the foundation soil monitoring further includes fixed-section water depth measurement. After the installation of the bucket foundation structure, fixed sections are arranged according to the site conditions, and the GPS RTK tide-free surveying technology is used for measurement. The spacing between water depth measurement points in the section is 2.0 m. Specifically, from the start of construction to the service period, it is observed once a month, and a survey map is regularly formed and reported to the supervision unit.

[0101] Generally speaking, the monitoring and early warning values of the bucket foundation structure are determined by the cumulative change value and the change rate. If it is close to 80% of the early warning value, it can be regarded as a concern value, and the test frequency is encrypted; if it reaches the early warning value, immediately alarm the construction, design, and supervision units, and issue a written report to provide data support for guiding the construction.

[0102] On the other hand, the monitoring system uses wireless for data transmission, and can obtain monitoring data regularly under unattended conditions, which is of great significance for construction safety and quality. Specifically, earth pressure gauges and pore water pressure gauges and other sensors are buried on site according to monitoring needs. The output signal can be frequency and is directly connected to the wireless measurement and control unit. The collected data is transmitted to the central data server (placed where there is Internet) through the GPRS / 5G public information service platform. With the help of a dedicated data processing and publishing platform, the on-site monitoring data is released to authorized users in real time to ensure the timeliness of the data, which is convenient for scientific decision-making and management. According to the project needs, multiple wireless measurement and control units are installed on site. All the measurement and control units on site and the central data server form a multi-point-to-point measurement and control network. Through this measurement and control network, not only can the on-site automatically collected data be transmitted to the data server, but also the remote operation instructions can be transmitted to the on-site measurement and control unit through it, realizing the remote interaction between the user and the on-site measurement and control unit, which is convenient for the user to adjust the function parameters of the on-site measurement and control unit in time. For example, the sampling interval time and communication interval time of the system can be remotely modified according to the project needs.

[0103] This system has the following advantages:

[0104] (1) The system has strong compatibility: at the same construction site, the monitored data is obtained through a variety of sensors, and their test principles and output signal types are different. This system can simultaneously perform automated data collection on the common physical quantities in soft foundation monitoring, covering physical quantities such as voltage, current, frequency, resistance, capacitance, etc. The system has both data remote transmission function and local data storage function, storing at least 90 days of monitored data, ensuring the reliability and security of the data.

[0105] (2) Multiple signal transmission methods: To ensure that the system transmits the monitored data to the central server in real time and reliably, the system is equipped with multiple signal transmission methods, which can not only meet the construction sites covered by public network signals such as 5G / GPRS, but also use the bridging method to solve the signal transmission under the condition of no network signal coverage at some construction sites. In this project, through preliminary on-site investigation, 5G network can be used to transmit the monitored data. In contrast, the hardware cost of the preliminary construction is relatively low.

[0106] (3) Equipped with a solar power supply system: Since the construction site generally does not have the condition of AC power supply in the early stage, this system adopts the power supply method combining the solar power supply system and the battery. According to the geographical location and light intensity of the project, the model, parameters of the photovoltaic module and the capacity of the battery are selected to ensure 24-hour power supply for the system.

[0107] (4) Advanced measurement and control software and publishing platform: Construction workers need to timely master the on-site monitoring situation and often need to analyze and judge by comparing multiple physical quantities at the same time. For example, for the monitoring of a port engineering structure, it is necessary to simultaneously see the displacement, settlement and internal force changes. In the past monitoring work, the collection of these data was relatively independent, which was not convenient for technicians to analyze and judge in a timely manner. This system integrates all monitored data into the same software platform, provides analysis and judgment in the form of timely charts and curves, and through combination with the Internet, realizes remote wireless monitoring at different locations, with functions such as remote control, data collection, fault monitoring, alarm, etc., facilitating the setting of alarm values according to the specific situation of the project and better serving the project.

[0108] In summary, the monitoring system of the bucket foundation structure provided by the present utility model has at least achieved the following beneficial effects:

[0109] In the embodiments provided by the present utility model, by arranging monitoring for the bucket foundation on the basic whole body and arranging foundation soil monitoring on adjacent foundation barrels, the deformation and displacement conditions after the settlement of the bucket foundation structure can be understood in a timely manner to judge the overall stability of the foundation; the internal force change conditions under the settlement of the bucket foundation structure and the filling effect can be understood in a timely manner to provide a basis for design optimization; the influence of the foundation (or sand pile reinforced foundation) on the settlement of the barrel during the settlement process of the bucket foundation structure can be understood in a timely manner; the soil settlement condition near the bucket foundation and the layered settlement condition of the deep soil layer during the filling process can be understood in a timely manner to understand the consolidation condition of each soil layer (by geological layer or by natural thickness); the rising and dissipation condition of the pore water pressure of the foundation soil near the bucket foundation during the filling process can be understood in a timely manner to provide data support for calculating the soil consolidation degree and the growth of soil strength; the lateral displacement condition of the soil near the barrel during the filling process behind the barrel can be understood in a timely manner; the underwater topography and water depth change conditions after the installation of the bucket foundation structure can be understood in a timely manner. The monitoring system provided by the present utility model can grasp the true situation of the wharf, further optimize the design, determine reasonable construction parameters, and lay a technical foundation for expanding the popularization and application.

[0110] Although some specific embodiments of the present utility model have been described in detail by way of examples, those skilled in the art should understand that the above examples are only for illustration and not for limiting the scope of the present utility model. Those skilled in the art should understand that the above embodiments can be modified without departing from the scope and spirit of the present utility model. The scope of the present utility model is defined by the appended claims.

Claims

1. A monitoring system for a barrel-type foundation structure, the barrel-type foundation structure comprising a basic barrel body and a caisson arranged on the top of the basic barrel body, the basic barrel body comprising a lower barrel body and an upper barrel body arranged on the top of the lower barrel body, along the vertical direction, the projection shape of the lower barrel body is elliptical, and the projection shape of the upper barrel body is rectangular; characterized in that: The monitoring system includes: bucket foundation monitoring and foundation soil monitoring; The bucket foundation monitoring includes: settlement monitoring points, displacement monitoring points, earth pressure monitoring points and stress-strain monitoring points; The foundation soil monitoring includes: soil deep layer settlement monitoring points, soil lateral displacement monitoring points and foundation soil pore water pressure monitoring points; The barrel-type basic monitoring is arranged on the basic barrel body; The foundation soil monitoring system is arranged between adjacent foundation barrels and is located at the backfill side of the foundation barrels.

2. The monitoring system of the barrel-type infrastructure according to claim 1, characterized in that: The settlement monitoring point and the displacement monitoring point are set at the same position; The settlement monitoring point and / or the displacement monitoring point is a prism; The prism is arranged at a corner of the top of the upper barrel; A steel pipe is connected between the prism and the top of the upper barrel body, and a plurality of triangular supports are connected between the steel pipe and the upper barrel body.

3. The monitoring system of the barrel-type infrastructure according to claim 1, characterized in that: The soil pressure monitoring points are arranged on the side wall of the lower barrel body, the bottom of the lower barrel body and the cover plate of the lower barrel body.

4. The monitoring system of the barrel-type infrastructure according to claim 3, characterized in that: Any of the soil pressure monitoring points is provided with a soil pressure gauge and a pore water pressure gauge.

5. The monitoring system of the barrel-type infrastructure according to claim 1, characterized in that: The stress-strain monitoring points are arranged on the side wall of the lower barrel body, the partition of the lower barrel body, the cover plate of the lower barrel body and the side wall of the upper barrel body.

6. The monitoring system of the barrel-type infrastructure according to claim 1, characterized in that: The soil deep layer settlement monitoring points, the soil lateral displacement monitoring points and the foundation soil pore water pressure monitoring points are arranged in parallel and are all set along the depth direction.

7. The monitoring system of the barrel-type infrastructure according to claim 6, characterized in that: The soil deep layer settlement monitoring point includes a borehole, and a multi-point displacement meter is arranged in the borehole.

8. The monitoring system of the barrel-type infrastructure according to claim 6, characterized in that: The soil lateral displacement monitoring point includes an inclinometer tube, a sensor string and a fixture; The sensor string includes a plurality of probes, and the plurality of probes are connected by connecting rods; The sensor string is arranged in the inclinometer tube and connected to the clamp arranged at the tube mouth of the inclinometer tube.

9. The monitoring system of the barrel-type infrastructure according to claim 6, characterized in that: The foundation soil pore water pressure monitoring point includes a steel wire hose and a number of sensors; A plurality of the sensors are evenly spaced and connected via high-strength nylon ropes or steel wire ropes and are placed in the steel wire hose.

Images