Fabricated equipment for detecting vertical compressive bearing capacity of large-tonnage single pile

Abstract

The utility model aims to provide an assembly type device for detecting the vertical compressive bearing capacity of a large-tonnage single pile. The device comprises a detected pile, a plurality of buttresses arranged side by side are arranged on the two sides of the detected pile, buttress beams are arranged at the upper ends of the buttresses, buttress bearing beams are arranged at the upper ends of the buttress beams, a plurality of secondary beams are carried at the upper ends of the buttress bearing beams, the buttress bearing beams are perpendicular to the secondary beams, and layer test blocks are arranged at the upper ends of the secondary beams. A thick bottom plate is arranged on a pile cap of the detected pile, a jack is arranged at the upper end of the thick bottom plate, a thick top plate is arranged at the movable end of the jack, and a plurality of main beams are arranged on the thick top plate. The device is applied to the technical field of pile foundation detection.

Description

Technical Field

[0001] The utility model is applied to the technical field of pile foundation detection, and particularly relates to an assembled device for detecting the vertical compressive bearing capacity of a single large-tonnage pile. Background Technique

[0002] With the rapid development of high-rise and super-high-rise buildings in China, pile types such as cast-in-place concrete piles are now widely used in the foundation engineering of fields such as building engineering, bridge engineering, railway engineering, and municipal engineering. According to the requirements of national codes, a certain proportion of engineering piles need to be sampled for bearing capacity tests to evaluate the bearing capacity of the pile foundation. Since the bearing capacity of large-diameter piles is as high as 30,000 kN to 50,000 kN, how to test the bearing capacity of large-tonnage and super-large-tonnage foundation piles has become a relatively large problem. Although the working principle of the static load weighing platform is relatively simple, when the tonnage of the foundation pile to be tested is small, the weighing platform can be reasonably matched with the tonnage of the weighing platform according to the tonnage of the bearing capacity of the foundation pile. The larger the bearing capacity of the foundation pile, the larger the tonnage of the configured weighing platform, and the weighing platform can basically be increased proportionally. Due to factors such as the actual lifting and transportation capacity and the passing dimensions of road transportation, the size and weight of the components of the weighing platform are restricted. When the tonnage of the weighing platform increases to a certain extent, it is difficult to increase the weighing platform proportionally.

[0003] The pier foundation of the traditional weighing platform generally adopts the method of stacking sandbags or arranging concrete counterweight blocks. The weighing platform built in these two ways has high requirements for the bearing capacity of the foundation of the pile under test for the static load test of super-large-tonnage (maximum test load of 30,000 kN to 50,000 kN) due to the limitation of the pier foundation area. On the one hand, the cost of foundation reinforcement treatment is relatively large (the traditional treatment methods mainly include driving support piles or large-area replacement and compaction, etc.); on the other hand, the maximum test load of the pile foundation static load test is also limited, and it cannot meet the test requirements of the static load test load of large-diameter and long piles; in the static load test of super-large-tonnage pile foundations in soft soil foundations, the traditional concrete counterweight support platform is prone to excessive settlement of the platform due to insufficient bearing capacity of the foundation around the pile under test, and finally the platform tilts or collapses, posing a major safety hazard; secondly, due to the limitation of the size of the concrete counterweight blocks, the installation space inside the entire platform is relatively low, which is not conducive to the installation of test equipment such as oil pumps, jacks, displacement gauges, and reference beams; in addition, there is no intermediate load-bearing member between the concrete counterweight blocks and the secondary beams to connect the concrete counterweight blocks into a whole, the stability is poor, and the supports of the platform are prone to overall instability of the platform due to local compression, posing a risk of collapse.

[0004] As disclosed in the Chinese patent with the publication number CN104674854B, a ballast system for engineering pile foundation detection is provided. The ballast is separated into a container and heavy weights. Users only need to transport and hoist the container and the load-bearing platform, which to a certain extent improves the safety requirements during the static load test of pile foundations. However, restricted by the spatial dimensions of the ballast, the maximum test load of the test is limited and generally cannot meet the load requirements of ultra-large tonnage static load tests. Additionally, the height of the horizontal support girder is relatively low. Limited by the size of the counterweight blocks, the installation space inside the entire platform is low, which is not conducive to the installation of test equipment such as oil pumps, jacks, displacement gauges, and reference beams. Moreover, the horizontal support girder directly serves as the load-bearing part, with a relatively simple structure and a small contact area with the ground. When the tonnage of the configured ballast platform is large, it is difficult to ensure the overall stability of the platform. Therefore, it is necessary to provide an assembled device for detecting the vertical compressive bearing capacity of large-tonnage single piles, which can expand the load-bearing area of the platform, reduce the requirements for the foundation bearing capacity of the tested piles, adjust the load-bearing foundation area according to the load tonnage and different geological conditions, increase the installation height of the internal space of the platform, facilitate the installation of hydraulic equipment and displacement system equipment inside the platform, reduce the stacking height of the ultra-large tonnage test platform, and improve the safety index of the test platform. Summary of the Invention

[0005] The technical problem to be solved by the present invention is to overcome the deficiencies of the prior art and provide an assembled device for detecting the vertical compressive bearing capacity of large-tonnage single piles, which can expand the load-bearing area of the platform, reduce the requirements for the foundation bearing capacity of the tested piles, adjust the load-bearing foundation area according to the load tonnage and different geological conditions, increase the installation height of the internal space of the platform, facilitate the installation of hydraulic equipment and displacement system equipment inside the platform, reduce the stacking height of the ultra-large tonnage test platform, and improve the safety index of the test platform.

[0006] The technical solution adopted by the present invention is as follows: The present invention includes a tested pile, and several piers of different sizes arranged side by side are provided on both sides of the tested pile. A pier beam is provided at the upper end of the pier, a pier cushion beam is provided at the upper end of the pier beam, several secondary beams are carried on the upper end of the pier cushion beam, the pier cushion beam is perpendicular to the secondary beams, several layers of test blocks are provided at the upper end of the secondary beams, a thick bottom plate is provided on the pile cap of the tested pile, several jacks are provided at the upper end of the thick bottom plate, a thick top head plate is provided at the movable end of the jack, and several main beams are provided on the thick top head plate. Driven by the jacks, the main beams are in top pressure cooperation with the secondary beams.

[0007] As can be seen from the above solution, by fabricating the piers of various size specifications, the bearing area of the pile foundation static load test is expanded to the maximum, the requirements for the foundation bearing capacity around the pile to be tested are reduced, the processes and quantities of foundation treatment are decreased, and the cost of site treatment for the test is lowered; the platform structure design is optimized, the pier beam is designed and fabricated, and the piers of various sizes are spliced together to form a stress-bearing whole. According to various load tonnages and different geological conditions, the foundation area of the piers is adjusted to meet the working conditions of each test; the pier beam connects the piers of various size specifications into a stress-bearing whole, enhancing the overall stability of the platform, making the stress on the foundation soil around the pile to be tested more uniform, thereby increasing the safety index of the test platform; the secondary beam is optimized and improved in design, the length of the secondary beam is increased, the area of each layer of surcharge is expanded, and the height of the entire surcharge platform is reduced; under the condition of ensuring safety, the test load of the single-pile vertical compressive static load test in soft soil foundation is increased to the maximum of 50,000 kN.

[0008] One preferred solution is that the piers include several specifications, which are respectively 10.0m×2.0m×0.6m, 8.0m×2.0m×0.6m, 8.0m×1.5m×0.6m, 6.5×2.0m×0.6m, 6.5×1.5m×0.6m, 5.0m×2.0m×0.6m, 5.0m×1.5m×0.6m, 4.5m×2.0m×0.6m, 4.5m×1.5m×0.6m. By freely combining, a support base device with an area of 195㎡ - 275㎡ is formed, which is adapted to different large-tonnage static load tests under complex foundation conditions, thereby reducing the requirements for foundation bearing capacity, decreasing the site treatment cost, and ensuring the safe and smooth completion of the test.

[0009] One preferred solution is that the pier beam, the pier cushion beam, the piers arranged side by side, and several of the secondary beams are connected into a stress-bearing whole, evenly dispersing the upper counterweight load to the foundation and ensuring the overall stability of the platform.

[0010] One preferred solution is that the length of the secondary beam is optimized from the traditional 12m to 14m, making the plane size of the platform surcharge increase from the traditional 12m×12m to 14m×14m, and the height of the platform surcharge is reduced to about 70% of the original (taking the maximum test load of 50,000 kN as an example, the concrete surcharge layer is reduced from the original 17 layers to 11 layers), increasing the plane size of the surcharge platform and improving the overall safety of the test platform.

[0011] One preferred solution is that the pier cushion beam is mounted on the upper end of the pier beam, which is beneficial to increasing the platform space height and facilitating on-site operation and detection by installers and inspectors.

[0012] One preferred solution is that the abutment is a trapezoidal structure that is narrower at the top and wider at the bottom, and the lengths of the abutments from the outermost one to the one closer to the pile under test gradually decrease, meeting the requirements of the specification standard for the spatial dimension from the pile under test to the base of the support device.

[0013] One preferred solution is that the assembled equipment further includes a main beam support, and a plurality of the main beams are arranged side by side in the main beam support, and the main beam is perpendicular to the secondary beam.

[0014] One preferred solution is that the number of layers of the test blocks is eleven, and the adjacent upper and lower test blocks are distributed in a horizontal and vertical cross pattern.

[0015] One preferred solution is that hook-shaped lifting lugs are provided at both the left and right ends of the abutment.

[0016] One preferred solution is that the assembled equipment is applied to the operation scenario of "double platforms + single set of counterweights". "Double platforms + single set of counterweights" means that a single crane stacks the test blocks on the construction platforms on both the left and right sides to achieve the counterweight of the platforms. Adopting the operation scenario of "double platforms + single set of counterweights" can optimize the installation process, reduce the requirements for the spatial dimensions of platform installation, and shorten the detection period. BRIEF DESCRIPTION OF THE DRAWINGS

[0017] Figure 1 is the front view of the present utility model;

[0018] Figure 2 is the side view of the present utility model;

[0019] Figure 3 is the size distribution diagram of the abutment (taking 275 ㎡ as an example);

[0020] Figure 4 is the structural diagram of the abutment;

[0021] Figure 5 is the specification diagram of the outermost abutment (10m × 2.0m × 0.6m);

[0022] Figure 6 is the specification diagram of the second outermost abutment (8.0m × 1.5m × 0.6m);

[0023] Figure 7 is the specification diagram of the second innermost abutment (6.5 × 2.0m × 0.6m);

[0024] Figure 8 is the specification diagram of the innermost abutment (5.0m × 1.5m × 0.6m);

[0025] Figure 9 is the requirement table of the Guangdong Province Building Foundation Inspection Code;

[0026] Figure 10 It is a schematic diagram of the "double platform + single set of counterweights" adopted by the present utility model. Specific implementation mode

[0027] As Figure 1 and Figure 2 shown, in this embodiment, the pile under test 1 of the present utility model has a number of piers 2 of different sizes arranged side by side on both sides. A pier beam 3 (size 15m × 0.7m × 1.50m) is provided at the upper end of the pier 2. A pier cushion beam 4 (size 14.1m × 0.7m × 0.35m) is provided at the upper end of the pier beam 3 (size 15m × 0.7m × 1.50m). A number of secondary beams 5 (size 14.0m × 0.6m × 0.85m) are carried on the upper end of the pier cushion beam 4 (size 14.1m × 0.7m × 0.35m). The pier cushion beam 4 (size 14.1m × 0.7m × 0.35m) is vertically arranged with the secondary beam 5 (size 14.0m × 0.6m × 0.85m). A number of test blocks 6 (size 2.0m × 1.0m × 1.0m) are arranged horizontally and vertically on the upper end of the secondary beam 5 (size 14.0m × 0.6m × 0.85m). A thick bottom plate 7 (size 2.65m × 2.0m × 0.30m) is provided on the pile cap of the pile under test 1. A number of jacks 8 (12 sets of 630T) are provided at the upper end of the thick bottom plate 7 (size 2.65m × 2.0m × 0.30m). A thick top plate 9 (size 2.65m × 2.0m × 0.22m) is provided at the movable end of the jack 8 (12 sets of 630T). A number of main beams 10 (size 14.0m × 0.5m × 1.452m) are provided on the thick top plate 9 (size 2.65m × 2.0m × 0.22m). Driven by the jack 8 (12 sets of 630T), the main beam 10 (size 14.0m × 0.5m × 1.452m) is in top pressure cooperation with the secondary beam 5 (size 14.0m × 0.6m × 0.85m).

[0028] The test block 6 (size 2.0m × 1.0m × 1.0m) serves as the weight module of the platform, the pier 2 serves as the support of the platform. The pier cushion beam 4 (size 14.1m × 0.7m × 0.35m) is carried on the upper end of the pier beam 3 (size 15m × 0.7m × 1.50m), which is beneficial to increasing the space height of the platform. The pier cushion beam 4 (size 14.1m × 0.7m × 0.35m) serves as the support of the secondary beam 5 (size 14.0m × 0.6m × 0.85m), and the thick top plate 9 is used to support a number of main beams 10 (size 14.0m × 0.5m × 1.452m).

[0029] Before the test, there is a certain distance between the main beam 10 (with dimensions of 14.0m × 0.5m × 1.452m) and the secondary beam 5 (with dimensions of 14.0m × 0.6m × 0.85m). The jack 8 (12 units of 630T) drives the main beam 10 to move upward, and the main beam 10 (with dimensions of 14.0m × 0.5m × 1.452m) is in top pressure fit with the secondary beam 5, so as to detect the compressive capacity of the pile under test 1. The assembled pier 2 has the characteristic of free combination, and can combine to form a pier foundation area of up to 275 ㎡. Basically, it can achieve not pouring the foundation slab and driving the support pile, and only simple replacement filling is required. The splicing of the pier 2 is conducive to expanding the bearing area of the pile foundation static load test, reducing the requirements for the bearing capacity of the foundation around the pile under test 1, reducing the processes and quantities of foundation treatment, and reducing the site treatment cost of the test; optimizing the platform structure design, designing and manufacturing the pier beam 3 (with dimensions of 15m × 0.7m × 1.50m), splicing the piers 2 of each size into a stress integral body, and adjusting the foundation area of the pier 2 according to each load tonnage and different geological conditions to meet the requirements of each test working condition. However, the existing gravity platform has high requirements for the bearing capacity of the foundation, and it is necessary to drive piles for support or pour the foundation slab, resulting in high foundation treatment costs and long construction periods.

[0030] As Figures 3 to 9 shown, in this embodiment, the pier 2 includes several specifications, and the several specifications are respectively 10.0m × 2.0m × 0.6m, 8.0m × 2.0m × 0.6m, 8.0m × 1.5m × 0.6m, 6.5 × 2.0m × 0.6m, 6.5 × 1.5m × 0.6m, 5.0m × 2.0m × 0.6m, 5.0m × 1.5m × 0.6m, 4.5m × 2.0m × 0.6m, 4.5m × 1.5m × 0.6m. By free combination, a support base device with an area of 195 ㎡ - 275 ㎡ is formed, which adapts to different large-tonnage static load tests under complex foundation conditions, thereby reducing the requirements for the bearing capacity of the foundation, reducing the site treatment cost, and ensuring the safe and smooth completion of the test. The piers 2 at the front and rear ends are symmetrically arranged. The specification of the innermost pier 2 is 5.0m × 1.5m × 0.6m, the specification of the second innermost pier 2 is 6.5 × 2.0m × 0.6m, the specification of the outermost pier 2 is 10m × 2.0m × 0.6m, and the specification of the second outermost pier 2 is 8.0m × 1.5m × 0.6m.

[0031] As Figure 1 and Figure 2 shown, in this embodiment, the pier beam 3, the pier cushion beam 4, the piers 2 arranged side by side, and several secondary beams 5 are connected into a stress integral body, evenly dispersing the upper counterweight load to the foundation to ensure the overall stability of the platform.

[0032] As Figure 1 shown, in this embodiment, the pier cushion beam 4 is mounted on the upper end of the pier beam 3, which is beneficial to increasing the platform space height and facilitating on-site operation and inspection by installers and inspectors.

[0033] As Figure 1 and Figure 2 shown, in this embodiment, the pier 2 has a trapezoidal structure that is narrower at the top and wider at the bottom. The lengths of the piers 2 from the outermost one to the one closer to the pile under test 1 gradually decrease, meeting the requirements of the specification standard for the spatial dimensions from the pile under test to the base of the support device. According to the requirements of the Guangdong Province Building Foundation Inspection Specification, a certain distance should be maintained between the pile under test 1 and the pier 2 to ensure the authenticity of the detected compressive capacity.

[0034] As Figures 5 to 8 shown, in this embodiment, the prefabricated equipment further includes a main beam support. A number of main beams 10 are arranged side by side in the main beam support, and the main beams 10 are perpendicular to the secondary beams 4. The main beam support is used to fix the main beams.

[0035] As Figure 1 and Figure 2 shown, in this embodiment, the number of layers of the test blocks 5 is eleven, and the adjacent upper and lower test blocks 5 are arranged in a vertical and horizontal cross-distribution, which is beneficial to improving the stability of the multi-layer test blocks 6.

[0036] As Figure 4 shown, in this embodiment, hook-shaped lifting lugs 12 are provided at both the left and right ends of the pier 2. The crane unloads and loads the pier 2 through the hook-shaped lifting lugs 12, thus facilitating the transfer of the pier 2.

[0037] As Figure 10 shown, in this embodiment, the prefabricated equipment uses an optimized installation process and adopts a flow operation condition of "double platforms + single set of counterweights", which can reduce the requirements for the spatial dimensions of platform installation, realize the direct installation of test blocks without touching the ground, avoid the traditional transfer method of unloading the platform → transportation → stacking → installing the platform → assembling the counterweights, and save at least half of the installation time compared with the traditional method.

Claims

1. An assembled device for detecting the vertical compressive bearing capacity of a single large-tonnage pile, comprising a pile under test (1), characterized in that: On both sides of the pile under inspection (1), a number of abutments (2) arranged side by side are provided. At the upper end of the abutments (2), an abutment beam (3) is provided. At the upper end of the abutment beam (3), an abutment cushion beam (4) is provided. On the upper end of the abutment cushion beam (4), a number of secondary beams (5) are carried. The abutment cushion beam (4) is vertically arranged with the secondary beam (5). At the upper end of the secondary beam (5), a number of layers of test blocks (6) are provided. On the pile cap of the pile under inspection (1), a thick bottom plate (7) is provided. At the upper end of the thick bottom plate (7), a number of jacks (8) are provided. At the movable end of the jack (8), a thick top plate (9) is provided. At the upper end of the thick top plate (9), a number of main beams (10) are provided. Driven by the jack (8), the main beam (10) and the secondary beam (5) are in top pressure cooperation.

2. The prefabricated device according to claim 1, characterized in that: The abutments (2) include several specifications, which are 10.0m×2.0m×0.6m, 8.0m×2.0m×0.6m, 8.0m×1.5m×0.6m, 6.5×2.0m×0.6m, 6.5×1.5m×0.6m, 5.0m×2.0m×0.6m, 5.0m×1.5m×0.6m, 4.5m×2.0m×0.6m, 4.5m×1.5m×0.6m respectively. Through free combination, a support base device with an area of 195㎡ - 275㎡ is formed to adapt to different large-tonnage static load tests under complex foundation conditions.

3. The prefabricated device according to claim 1, characterized in that: The abutment beam (3), the abutment cushion beam (4), the abutments (2) arranged side by side and the several secondary beams (5) are connected into a stress integral body to evenly disperse the upper counterweight load to the foundation.

4. The prefabricated device according to claim 1, wherein: The abutment cushion beam (4) is carried on the upper end of the abutment beam (3).

5. The prefabricated device according to claim 1, characterized in that: The abutment (2) is a trapezoidal structure with a narrow upper part and a wide lower part. The lengths of the abutments (2) from the outermost one to the one close to the pile under inspection (1) decrease in turn.

6. The prefabricated device according to claim 1, wherein: The assembled equipment further includes a main beam support. A number of the main beams (10) are arranged side by side and placed in the main beam support. The main beam (10) is vertically arranged with the secondary beam (5).

7. The prefabricated device according to claim 1, characterized in that: The number of layers of the test blocks (6) is eleven. The adjacent upper and lower test blocks (6) are distributed in a vertical and horizontal cross pattern.

8. The prefabricated device according to claim 1, wherein: Hook-shaped lifting lugs (12) are provided at both the left and right ends of the abutment (2).

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