A deep foundation pit outer wall and ground connected wall backfill ramming device and method

Abstract

The application provides a deep foundation pit outer wall and earth retaining wall backfill tamping device and method, which is used for layer-by-layer tamping of soil in a narrow and deep backfill area between a building body and a retaining wall. In general, the device comprises a crane, a bearing bridge, an ejection device and a heavy hammer. The crane is located outside the foundation pit on the ground surface, the end of the crane arm is located above the backfill area of the foundation pit, one end of the bearing bridge is fixedly arranged and the other end is deeply arranged in the backfill area of the foundation pit, the ejection device is hung on the bearing bridge, the heavy hammer is arranged on the lower side of the ejection device, and the lifting rope of the crane arm passes through the bearing bridge and the ejection device and then lifts the heavy hammer. The device and the method work together, the crane lifts the heavy hammer to move upward and press the ejection device, the ejection device stores power, when the lifting power is cut off, the heavy hammer accelerates to fall under the gravity of the heavy hammer and the elastic force of the ejection device. Through the falling acceleration compensation of the heavy hammer by the ejection device, the tamping degree is larger, the tamping efficiency is higher, and the tamping density and consistency are controllable.

Description

Technical Field

[0001] This invention belongs to the field of subway station construction, and in particular relates to a device and method for backfilling and compacting the outer wall and diaphragm wall of a deep foundation pit. Background Technology

[0002] When constructing underground structures, such as subway stations, to ensure construction safety and prevent soil collapse or groundwater intrusion during excavation, diaphragm walls are typically poured underground before excavation to retain soil and block water. Depending on the construction plan, these diaphragm walls may extend tens of meters underground. After the diaphragm walls are completed, the soil within the area enclosed by them is excavated, forming the foundation pit for the underground project. During construction, the outer walls of the underground structure are generally kept at a certain distance from the diaphragm walls; this distance is typically half a meter to a little over one meter, depending on the specific project. After the underground structure is completed, the space between the outer walls and the diaphragm walls needs to be backfilled to restore the surface. Construction activities disrupt the natural structure of the original soil. To ensure the quality of the backfill and prevent subsequent soil settlement around the building, the backfill soil must be compacted layer by layer during the backfilling process, ensuring sufficient and consistent compaction.

[0003] In existing technologies, backfilling of foundation pits is carried out in two ways. The first method is bottom backfilling, where soil is transported by truck to the edge of the pit, poured into the pit, spread manually, and compacted in layers by a small tamping machine. The second method involves removing the top support, then using a bulldozer to push the soil, with manual labor and machinery working together to compact it symmetrically in layers. However, in scenarios such as subway station construction where the pit is deep but narrow, it is difficult to lower a mechanical tamping machine to the bottom of the pit for layer-by-layer compaction. Manual tamping at the bottom of the pit is labor-intensive, may result in insufficient compaction, and may even pose safety risks, making it difficult to guarantee both project efficiency and quality. Summary of the Invention

[0004] In view of the shortcomings of the prior art described above, the purpose of this invention is to provide a device and method for backfilling and tamping deep foundation pit outer walls and diaphragm walls, which solves the problem that mechanical devices cannot be used for tamping backfill soil in deep foundation pits, while manual tamping is difficult to meet the quality and efficiency requirements.

[0005] To achieve the above and other related objectives, the present invention provides a device and method for backfilling and compacting the outer wall and diaphragm wall of a deep foundation pit.

[0006] One of them is a deep foundation pit outer wall and diaphragm wall backfilling and compaction device, used to compact the backfill soil between the building body and the retaining wall layer by layer, including:

[0007] Cranes, load-bearing bridges, catapults, and counterweights;

[0008] The crane is located outside the foundation pit on the ground surface. The end of the crane's boom is located above the backfill area of ​​the foundation pit. One end of the load-bearing bridge is fixedly installed, and the other end extends into the backfill area of ​​the foundation pit. The ejection device is suspended on the load-bearing bridge. The counterweight is located below the ejection device. The lifting rope of the boom passes through the load-bearing bridge and the ejection device and then suspends the counterweight.

[0009] When the crane lifts the hammer upwards and presses against the ejection device, the ejection device stores power; when the crane's lifting power is cut off, the hammer falls downwards under its own weight and the elastic force of the ejection device.

[0010] Optionally, the ejection device includes:

[0011] Fixed plate, movable plate, and elastic element;

[0012] The fixed plate is fixedly connected to the load-bearing bridge, the movable plate is slidably connected to the fixed plate, the elastic element is disposed between the fixed plate and the movable plate, and the energy storage of the elastic element is determined by the relative distance between the fixed plate and the movable plate.

[0013] Optionally, the elastic element is multiple springs.

[0014] Optionally, it also includes an automatic unhooking device, the automatic unhooking device comprising:

[0015] A disengagement trigger mechanism is slidably connected to the ejection device, and a mounting mechanism is provided at the end of the crane lifting rope. The top of the hammer is provided with a mounting hole. When the mounting mechanism enters the mounting hole, it automatically mounts the hammer. When the disengagement trigger mechanism moves down and inserts into the mounting mechanism, the mounting mechanism releases the hammer.

[0016] Optionally, the uncoupling trigger mechanism includes a uncoupling power source and a uncoupling actuator, wherein the uncoupling power source drives the uncoupling actuator to move up and down.

[0017] Optionally, the mounting mechanism includes:

[0018] The main body, horizontal rod, mounting block, horizontal ejector, vertical ejector, load-bearing plate, and connecting cable;

[0019] The main body includes an outer shell and a central column. The outer shell is provided with a sliding hole. The transverse rod is connected to the central column and passes through the sliding hole. The mounting block is slidably engaged with both the sliding hole and the transverse rod. The transverse ejector is located between the mounting block and the central column.

[0020] The force-bearing plate is located between the outer shell and the central column and can slide up and down. The vertical pop-out member is located between the bottom of the force-bearing plate and the body. The connecting cable is connected between the mounting block and the force-bearing plate.

[0021] In the initial state: the elastic force of the horizontal pop-out member overcomes the tension of the vertical pop-out member, popping the mounting block out and beyond the outer shell. When the mounting mechanism moves down into the mounting hole of the counterweight, the mounting block automatically retracts under the pressure of the mounting hole.

[0022] When the unhooking trigger mechanism moves down and inserts into the mounting mechanism, and presses down the force-bearing piece, the force-bearing piece overcomes the thrust of the lateral pop-out piece and pulls the mounting block back into the outer shell.

[0023] Optionally, the bottom of the mounting block is chamfered;

[0024] And / or, the opening of the mounting hole is chamfered.

[0025] Optionally, guide members are vertically provided on opposite sides of the building's exterior walls and enclosure walls;

[0026] Roller assemblies are provided on both sides of the hammer, and each roller assembly includes two opposing rollers that clamp the guide member.

[0027] Optionally, the load-bearing bridge is fixedly connected to the chassis of the crane.

[0028] One method for backfilling and compacting the outer wall and diaphragm wall of a deep foundation pit, using the aforementioned backfilling and compaction device, includes the following steps:

[0029] Adjust and fix the initial sliding amount of the unhooking trigger mechanism;

[0030] The crane lifts the hammer upwards via the mounting mechanism. After the top surface of the hammer contacts the ejection device, it continues to move upwards. The energy stored in the ejection device is related to the upward movement of the hammer.

[0031] When the mounting mechanism moves upward to contact the unhooking trigger mechanism, the mounting of the mounting mechanism fails, and the hammer falls under its own weight and the elastic force of the ejection device.

[0032] As described above, the backfilling and compaction device and method for deep foundation pit outer wall and diaphragm wall of the present invention has at least the following beneficial effects:

[0033] This device is suitable for compacting backfilled foundation pits in narrow and deep environments. During the layer-by-layer compaction process, the compaction force is controllable, ensuring that the compaction force of the backfill soil at different depths meets requirements. It also ensures consistent compaction density at different horizontal positions, effectively improving compaction quality and preventing subsequent overall subsidence and differential settlement of the ground around buildings, thus protecting building safety. In summary, the device includes a crane, a load-bearing bridge, a catapult, and a counterweight. The crane is located outside the foundation pit on the ground surface, with its boom positioned above the backfill area. One end of the load-bearing bridge is fixed, while the other end extends into the backfill area. The catapult is suspended from the load-bearing bridge, and the counterweight is positioned below it. The boom's lifting rope passes through the load-bearing bridge and the catapult, securing the counterweight. During operation, the crane lifts the counterweight upwards, pressing against the catapult. The catapult stores power, and when the crane's lifting power is cut off, the counterweight falls downwards under its own weight and the elastic force of the catapult. By compensating for the falling acceleration of the hammer through a catapult device, the compaction force of the hammer can be controlled, thereby enabling controllable compaction density and consistency at different heights and horizontal positions. Attached Figure Description

[0034] Figure 1 The diagram shows the overall application scenario of this invention.

[0035] Figure 2 The diagram shows the catapult device and load-bearing bridge of the present invention.

[0036] Figure 3 The diagram shows the ejection device and the counterweight of the present invention.

[0037] Figure 4 The diagram shown is a schematic of the unhooking trigger mechanism of the present invention.

[0038] Figure 5 The diagram shown is a partial cross-sectional view of the connection point of the three-dimensional counterweight of the mounting mechanism of the present invention.

[0039] Figure 6 The diagram shows the mounting mechanism of this invention.

[0040] Figure 7 The diagram shown is a schematic of the mounting mechanism of this invention.

[0041] The components include: crane 1, boom 10, lifting rope 11, load-bearing bridge 2, ejection device 3, fixed plate 30, movable plate 31, elastic element 32, counterweight 4, roller assembly 40, unhooking trigger mechanism 5, unhooking power source 51, unhooking actuator 52, mounting mechanism 6, horizontal bar 61, mounting block 62, horizontal ejector 63, vertical ejector 64, load-bearing plate 66, connecting cable 65, building body 70, enclosure wall 71, backfill area 81, and guide component 72. Detailed Implementation

[0042] The following specific embodiments illustrate the implementation of the present invention. Those skilled in the art can easily understand other advantages and effects of the present invention from the content disclosed in this specification.

[0043] Please see Figures 1 to 7 It should be understood that the structures, proportions, sizes, etc., depicted in the accompanying drawings are merely for illustrative purposes to aid those skilled in the art and to facilitate understanding. They are not intended to limit the scope of the invention and therefore have no substantial technical significance. Any modifications to the structure, changes in proportions, or adjustments to size, without affecting the effectiveness and purpose of the invention, should still fall within the scope of the technical content disclosed herein. Furthermore, the terms "upper," "lower," "left," "right," "middle," and "one" used in this specification are merely for clarity and not intended to limit the scope of the invention. Changes or adjustments to their relative relationships, without substantially altering the technical content, should also be considered within the scope of the invention.

[0044] The following embodiments are for illustrative purposes only. These embodiments can be combined and are not limited to the content shown in any single embodiment below.

[0045] Please refer to this embodiment. Figure 1 This invention provides an embodiment of a deep foundation pit outer wall and diaphragm wall backfilling and compaction device, used for compacting the backfill soil between the building body 70 and the retaining wall 71 layer by layer. The device includes: a crane 1, a load-bearing bridge 2, a catapult device 3, and a hammer 4. The crane 1 is located outside the foundation pit on the ground surface, with the end of the crane boom 10 positioned above the backfill area 81 of the foundation pit. One end of the load-bearing bridge 2 is fixedly installed, either on the ground or on the chassis of the crane 1. When fixed to the chassis of the crane 1, the compaction position can be adjusted by moving the crane 1 forward and backward without removing and moving the load-bearing bridge 2 from the ground. This is to prevent the load-bearing bridge 2 from damaging the foundation pit. On the ground surface, steel plates or wooden blocks can be laid under the load-bearing bridge 2 to disperse local pressure. If necessary, counterweights can be added to the load-bearing bridge 2 to weigh it down. The other end of the load-bearing bridge 2 extends into the backfill area 81 of the foundation pit. The ejector device 3 is suspended on the load-bearing bridge 2, and the backfill area is located below the ejector device 3. The hammer 4 is set below the ejector device 3. The lifting rope 11 of the boom 10 passes through the load-bearing bridge 2 and the ejector device 3 and suspends the hammer 4. When the crane 1 lifts the hammer 4 and moves it upward to squeeze the ejector device 3, the ejector device 3 stores power. When the lifting power of the crane 1 is cut off, the hammer 4 falls downward under its own weight and the elastic force of the ejector device 3.

[0046] The working process of the above embodiment is as follows: When compacting the backfill soil at the bottom of the foundation pit, if the foundation pit depth is high enough to meet the falling height requirements of the hammer 4, the hammer 4 can be directly lifted to a suitable height by the crane and lowered to achieve compaction; however, as the backfill soil gradually increases, the foundation pit depth becomes shallower or the foundation pit itself is shallow, and the depth of the foundation pit cannot provide enough time for the hammer 4 to accelerate its fall and form compaction force, then the assistance of the ejector device 3 is required. Specifically, the crane 1 lifts the hammer 4 upwards, and after the hammer 4 moves up to contact the bottom surface of the ejector device 3, the crane continues to lift the hammer 4. The hammer 4 exerts a squeezing effect on the ejector device 3, and the ejector device 3 accumulates force. The degree of squeezing of the hammer 4 on the ejector device 3 can be determined according to the required compensation force. When the required compensation force is reached, the crane releases the lifting rope, and the hammer 4 accelerates its fall under the action of its own weight and the elastic force of the ejector device 3, forming compaction force when it contacts the backfill soil below.

[0047] The beneficial effects of the above-described embodiment are that it places lower demands on the crane 1, especially regarding the length of the boom and the maximum lifting height, which are almost unrestricted. Even a small crane can complete the tamping work, and in situations with limited resources, a motor connected only to the winding reel can achieve the same effect. Compared to the traditional manual tamping method, this solution is more efficient, the tamping quality is more controllable, and construction personnel do not need to enter narrow and deep backfill areas, thus improving construction safety.

[0048] Please refer to this embodiment. Figure 2-4The ejection device 3 includes a fixed plate 30, a movable plate 31, and an elastic element 32. The fixed plate 30 is fixedly connected to the load-bearing bridge 2, and the movable plate 31 is slidably connected to the fixed plate 30. In specific implementation, sliding can be achieved by setting guide rods and guide holes between the fixed plate 30 and the movable plate 31. The elastic element 32 is set between the fixed plate 30 and the movable plate 31, and the energy stored in the elastic element 32 is determined by the relative distance between the fixed plate 30 and the movable plate 31. The elastic element 32 can be multiple springs. The energy stored in the springs conforms to Hooke's theorem, that is, the energy stored in the springs is linearly related to the amount of spring compression. The compression of the elastic element 32 can be controlled by controlling the amount of movement of the movable plate 31 relative to the fixed plate 30 by the weight 4, thereby controlling the energy stored in the entire ejection device 3. After the crane unloads the pulling force on the weight 4, the elastic force of the springs compensates for the weight of the weight 4, which can increase the acceleration of the weight 4. On the one hand, it can increase the tamping force of the weight 4, and on the other hand, it can precisely control the magnitude of the tamping force. Specifically, when the spring compression is zero, the tamping force can be calculated based on the lifting height of the hammer 4, its own weight, and gravitational acceleration. When the spring is compressed, the spring force can be calculated using the spring compression and its elastic coefficient. Combined with parameters such as the lifting height and weight of the hammer 4, the overall tamping force can be obtained. This device not only increases the tamping force but also ensures precise control of the tamping force at various heights and horizontal positions, guaranteeing the compaction of the backfill soil and effectively preventing overall settlement and differential settlement between local areas.

[0049] Please refer to this embodiment. Figure 4-7 It also includes an automatic unhooking device, which comprises: an unhooking triggering mechanism 5 that passes through and slides into the catapult 3; a mounting mechanism 6 located at the end of the hoisting rope 11 of the crane 1; and a mounting hole on the top of the weight 4. When the mounting mechanism 6 enters the mounting hole, it automatically mounts the weight 4. When the unhooking triggering mechanism 5 moves down and inserts into the mounting mechanism 6, the mounting mechanism 6 releases the weight 4. The unhooking triggering mechanism 5 includes a unhooking power source 51 and an unhooking actuator 52. The unhooking power source 51 drives the unhooking actuator 52 to move up and down. In practice, an electric or electric push rod can be used, or a motor can be used to drive a lead screw to rotate, and a nut matching the lead screw can be fixed to the unhooking actuator 52 to achieve the above effect. The unhooking actuator 52 is rod-shaped, passing through the catapult 3 and extending into the lower side of the catapult 3. (See mounting mechanism 6 for details.) Figure 7The system includes: a main body, a horizontal rod 61, a mounting block 62, a horizontal ejector 63, a vertical ejector 64, a force-bearing plate 66, and a connecting cable 65. The main body includes an outer shell and a central column. The outer shell has sliding holes, which can be arranged in a cross shape (four groups). The horizontal rod 61 connects to the central column and passes through the sliding holes. Four horizontal rods 61 can be arranged in a cross shape. The mounting block 62 simultaneously slides with both the sliding holes and the horizontal rods 61. The horizontal ejector 63 is located between the mounting block 62 and the central column. The force-bearing plate 66 is located between the outer shell and the central column and can slide up and down. The vertical ejector 64 is located between the force-bearing plate 66 and the bottom of the main body. The connecting cable 65 connects the mounting block 62 and the force-bearing plate 66. Figure 6 In the initial state: the pushing force of the lateral pop-out member 63 overcomes the pulling force of the vertical pop-out member 64, popping the mounting block 62 out of the outer shell. When the mounting mechanism 6 moves down into the mounting hole of the counterweight 4, the mounting block 62 is automatically retracted by the pressure of the hole wall. To achieve the above effect, the bottom of the mounting block 62 or the opening of the mounting hole needs to be chamfered, or both can be chamfered. When the entire mounting mechanism 6 is inserted into the mounting hole, the mounting block 62 loses the support of the hole wall, and the lateral pop-out member 63 causes the mounting block 62 to pop out. The upper surface of the mounting block 62 contacts the bottom end face of the mounting hole to form a mounting state. When the unhooking trigger mechanism 5 moves down and inserts into the mounting mechanism 6, and presses down the force plate 66, the force plate 66 overcomes the pushing force of the lateral pop-out member 63 and pulls the mounting block 62 back into the outer shell.

[0050] To facilitate understanding, the process of the above embodiment will now be further explained. Initially, the counterweight 4 and the mounting mechanism 6 are separate. Then, the crane hoisting rope is lowered, and the mounting mechanism 6 moves downwards. When the lower tip of the mounting mechanism 6 enters the mounting hole at the top of the counterweight 4, the inclined surfaces between them act as guides and centering. The mounting mechanism 6 continues to move downwards. The body of the mounting mechanism is a metal casting with sufficient strength and weight. When the bottom of the mounting block 62 contacts the side wall of the mounting hole, the inclined surface of the contact area transforms the vertical gravity of the mounting mechanism 6 into a lateral thrust. The mounting block 62 is compressed and retracts into the body along the transverse rod 61. Once the top surface of the mounting block 62 is lower than the bottom surface of the mounting hole, the side wall of the mounting hole loses its compressive effect on the mounting block 62, and the transverse ejector 63 pushes the mounting block 62 out. The upper surface of the mounting block 62 then contacts the bottom surface of the mounting hole, forming a mounting state. Afterwards, the crane's hoisting rope moves upward, lifting the weight 4 until its top surface contacts the movable plate 31 of the ejection device 3. Before this, the initial sliding amount of the disengagement trigger mechanism 5 should be pre-adjusted and fixed, that is, the length of the bottom of the disengagement actuator 52 extending beyond the fixed plate 30 should be adjusted. During the process of the crane 1 lifting the weight 4 upward via the mounting mechanism 6, after the top surface of the weight 4 contacts the ejection device 3, it continues to move upward. The energy stored in the ejection device 3 is related to the upward movement of the weight 4. The greater the upward distance of the weight 4, the greater the compression of the ejection device 3, and the closer the mounting mechanism 6 is to the bottom of the disengagement actuator 52. As the ejection device 3 is compressed, the movable plate 31 moves upward, and the bottom of the disengagement actuator 52 passes through the movable plate. 31. When the mounting mechanism 6 moves upward to contact the bottom of the unhooking trigger mechanism 5, that is, when the bottom of the unhooking actuator 52 is inserted into the body of the mounting mechanism 6 between the outer shell and the central column, and exerts a downward pushing effect on the force-bearing plate 66, the force-bearing plate 66 moves downward and pulls the mounting block 62 toward the axis through the connecting cable 65, thereby releasing the mounting state. The mounting of the mounting mechanism 6 is ineffective, and the counterweight 4 falls under its own weight and the elastic force of the ejection device 3. When setting the unhooking actuator 52, it should be ensured that it is inserted through the gaps of the cross-shaped horizontal bars 61 to push the force-bearing plate 66 down. To obtain better results, the connecting cable 65 can preferably be connected to the tail end of the mounting block 62 and the side of the force-bearing plate 66 near the central column, or a guide buckle can be set at the central column to guide and change the direction of the connecting cable 65.

[0051] The above-described embodiments offer at least the following advantages: First, the compression of the ejector device 3 when the hammer 4 is automatically released can be controlled by controlling the initial up-and-down sliding amount of the unhooking actuator 52. The up-and-down movement of the unhooking actuator 52 can be performed by an electric cylinder or a pneumatic cylinder, and is uniformly controlled by the crane control panel. This allows the hammer 4 to be automatically released for tamping when it moves upward and compresses the ejector device 3 to a set amount. The tamping force of the hammer 4 is controllable and easy to adjust. Second, during the descent of the hammer 4, the load of the hammer 4 is disconnected from the lifting rope. The crane's lifting power source does not need to bear the impact tension on the lifting rope when the hammer 4 falls. This effectively reduces the performance requirements of the crane's lifting power source and transmission system, improves the stability of the crane's lifting system, and protects the power source and transmission system.

[0052] Please refer to this embodiment. Figure 1-3 Guide members 72 are vertically installed on opposite sides of the building body 70's exterior wall and the enclosure wall 71. These guide members 72 can be pre-inserted into the ground and fixed to the wall surface. After the foundation pit is backfilled, they can be pulled out and retrieved. Roller assemblies 40 are installed on both sides of the hammer 4. Each roller assembly 40 includes two opposing rollers that clamp the guide members 72. With the combined action of the guide members and roller assemblies 40, the hammer 4's descent is more stable, effectively preventing damage to the building's exterior wall or the diaphragm wall outside the foundation pit due to descent deviation. It also facilitates the automatic alignment of the mounting mechanism 6 with the mounting holes on the top surface of the hammer 4 during lowering, thus forming a mounted state.

[0053] Please see Figure 6 Furthermore, a collision sensor can be installed in the cavity inside the mounting hole of the hammer 4. By detecting the collision intensity signal between the hammer 4 and the soil, the compaction density of the current soil layer can be calculated. The greater the compaction density of the soil, the worse its ability to absorb energy through changes in the gaps between soil particles when impacted, and the higher the impact intensity. This data can ensure that the compaction density of the backfill soil at different horizontal and vertical positions in the backfill area meets the standards and that the compaction density is consistent across all areas. This can effectively improve the backfill quality and prevent problems such as settlement around buildings in the later stages.

[0054] In summary, this invention effectively overcomes the various shortcomings of the prior art and has high industrial application value.

[0055] The above embodiments are merely illustrative of the principles and effects of the present invention and are not intended to limit the invention. Any person skilled in the art can modify or alter the above embodiments without departing from the spirit and scope of the present invention. Therefore, all equivalent modifications or alterations made by those skilled in the art without departing from the spirit and technical concept disclosed in the present invention should still be covered by the claims of the present invention.

Claims

1. A deep foundation outer wall and diaphragm wall backfill tamping device for layer-by-layer tamping of backfill soil located between a building body (70) and a retaining wall (71), characterized by, The crane (1), the load-bearing bridge (2), the ejector (3) and the heavy hammer (4) are included. The crane (1) is located outside the foundation pit of the ground surface, the end of the crane arm (10) of the crane (1) is above the backfill area (81) of the foundation pit, one end of the load-bearing bridge (2) is fixedly arranged, the other end is deeply arranged in the backfill area (81) of the foundation pit, the ejector (3) is hung on the load-bearing bridge (2), the heavy hammer (4) is arranged on the lower side of the ejector (3), the lifting rope (11) of the crane arm (10) passes through the load-bearing bridge (2) and the ejector (3), and the heavy hammer (4) is hung. When the crane (1) lifts the heavy hammer (4) to move upward and press the ejector (3), the ejector (3) stores energy; when the lifting power of the crane (1) is cut off, the heavy hammer (4) falls downward under the gravity of the heavy hammer (4) and the elastic force of the ejector (3). The automatic unhooking device is further included, and the automatic unhooking device includes: The unhooking trigger mechanism (5) is slidably connected to the ejector (3), the mounting mechanism (6) is arranged at the end of the lifting rope (11) of the crane (1), the top of the heavy hammer (4) is provided with a mounting hole, the mounting mechanism (6) automatically mounts the heavy hammer (4) when the mounting mechanism (6) enters the mounting hole, and the mounting mechanism (6) releases the heavy hammer (4) when the unhooking trigger mechanism (5) moves downward and inserts into the mounting mechanism (6). The unhooking trigger mechanism (5) includes an unhooking power source (51) and an unhooking execution member (52), and the unhooking power source (51) drives the unhooking execution member (52) to move up and down. The initial up-and-down sliding amount of the unhooking execution member (52) is controlled to control the compression amount of the ejector (3) when the heavy hammer (4) is automatically released. The ejector (3) includes:

2. The device for backfill tamping of the deep foundation pit outer wall and the diaphragm wall according to claim 1, characterized in that, A fixed plate (30), a movable plate (31) and an elastic member (32). The fixed plate (30) is fixedly connected to the load-bearing bridge (2), the movable plate (31) is slidably connected to the fixed plate (30), and the elastic member (32) is arranged between the fixed plate (30) and the movable plate (31). The energy storage amount of the elastic member (32) is determined by the relative distance between the fixed plate (30) and the movable plate (31). The elastic member (32) is a plurality of springs.

3. The device for backfill tamping of deep foundation pit exterior wall and diaphragm wall according to claim 2, characterized in that, The mounting mechanism (6) includes:

4. The device for backfill tamping of deep foundation pit exterior wall and diaphragm wall according to claim 1, characterized in that, A body, a transverse rod (61), a mounting block (62), a transverse ejector (63), a vertical ejector (64), a stress sheet (66) and a connecting cable (65). The body includes an outer shell and a center column, the outer shell is provided with a sliding hole, the transverse rod (61) is connected to the center column and penetrates into the sliding hole, the mounting block (62) is slidably connected with the sliding hole and the transverse rod (61), and the transverse ejector (63) is arranged between the mounting block (62) and the center column. ​ The force receiving piece (66) is arranged between the outer shell and the center column and can slide up and down, the vertical ejector (64) is arranged between the force receiving piece (66) and the bottom of the body, and the connecting rope (65) is connected between the hanging block (62) and the force receiving piece (66); In the initial state: the elastic force of the horizontal ejector (63) overcomes the tension of the vertical ejector (64) to eject the hanging block (62) and exceed the outer shell, when the hanging mechanism (6) moves downward into the hanging hole of the weight (4), the hanging block (62) is automatically retracted under the extrusion of the hanging hole; When the unhooking trigger mechanism (5) moves downward to insert into the hanging mechanism (6) and press down the force receiving piece (66), the force receiving piece (66) overcomes the thrust of the horizontal ejector (63) to pull the hanging block (62) back into the outer shell.

5. The deep foundation pit outer wall and diaphragm wall backfill tamping device according to claim 4, characterized in that: The bottom of the hanging block (62) is provided with a chamfer; And / or, the hole of the hanging hole is provided with a chamfer.

6. The deep foundation pit outer wall and diaphragm wall backfill tamping device according to claim 1, characterized in that: The building body (70) is vertically provided with a guide member (72) on the opposite side of the outer wall and the enclosure wall (71); The weight (4) is provided with a roller set (40) on both sides, and the roller set (40) includes two opposite rollers which clamp the guide member (72).

7. The device for backfill tamping of deep foundation pit exterior wall and diaphragm wall according to claim 1, characterized in that, The load-bearing bridge (2) is fixedly connected to the bottom disc of the crane (1).

8. A method for backfilling and tamping of a deep foundation pit exterior wall and a diaphragm wall, characterized in that, The backfill tamping device according to claim 1 is adopted, including the following steps: Adjust the initial sliding amount of the unhooking trigger mechanism (5) and fix it; The crane (1) lifts the weight (4) upward through the hanging mechanism (6), the top surface of the weight (4) contacts the ejector device (3) and continues to move upward, the energy storage amount of the ejector device (3) is related to the upward amount of the weight (4); When the hanging mechanism (6) moves upward to contact the unhooking trigger mechanism (5), the hanging mechanism (6) fails to hang, and the weight (4) falls under the gravity and the elastic force of the ejector device (3).

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