CN114000493B

CN114000493B - Dynamic compaction replacement foundation treatment method and device

Info

Publication number: CN114000493B
Application number: CN202111363082.2A
Authority: CN
Inventors: 王双; 严佳庆; 吕坚伟; 刘潇; 王睿
Original assignee: SHANGHAI AIRPORT AUTHORITY; Southwest Design And Research Institute Of Civil Aviation Airport Construction Group Co ltd
Current assignee: SHANGHAI AIRPORT AUTHORITY; Southwest Design And Research Institute Of Civil Aviation Airport Construction Group Co ltd
Priority date: 2021-11-17
Filing date: 2021-11-17
Publication date: 2023-04-18
Anticipated expiration: 2041-11-17
Also published as: CN114000493A

Abstract

The invention provides a dynamic compaction replacement foundation treatment method, which comprises the following steps: s1, leveling a field and measuring the elevation of a working surface; s2, digging a pit at the ramming point, checking the pit and filling; s3, after the construction scheme is determined through trial tamping, point tamping is carried out on each pit point in a large scale; s4, leveling and compacting by adopting full compaction, re-measuring the elevation of the working surface after full compaction, determining the tamping settlement and paving a cushion layer; and S5, checking and accepting the reinforcing effect. The invention also provides a foundation treatment device adopting dynamic compaction replacement, wherein the excavating head of the device is matched with the image acquisition assembly to acquire the image information of the soil layer in the rammed pit, so that the construction scheme can be adjusted in time, and the construction efficiency is improved. The dynamic compaction replacement foundation treatment method provided by the embodiment of the invention solves the problem of poor treatment effect of the dynamic compaction replacement foundation caused by poor penetration of a special complex geological foundation and a dynamic compaction replacement material.

Description

Dynamic compaction replacement foundation treatment method and device

Technical Field

The invention relates to the technical field of engineering construction, in particular to a dynamic compaction replacement foundation treatment method and device.

Background

The strong tamping replacement method is suitable for treating high-saturation powdered soil, soft plastic-fluid plastic powdered clay, and replacement materials generally require the adoption of hard coarse particle materials such as block stones, broken stones and the like with good gradation, so that the method is a common foundation treatment means for engineering construction. In the southwest region, due to the complex geological conditions, severe stratum change and the reason of dynamic compaction replacement, the foundation treatment effect of dynamic compaction replacement is poor, and the design requirements cannot be met; the dynamic compaction replacement construction efficiency is low, and the requirement of the construction period cannot be met; the dispersion of the dynamic compaction material replacement amount is large, the manufacturing cost control difficulty is large, and the like.

At present, the existing dynamic compaction replacement method cannot solve the problems, so that a method and a device are urgently needed to be designed to solve the problem of poor treatment effect of the dynamic compaction replacement foundation caused by poor penetration of a special complex geological foundation and a dynamic compaction replacement material.

Disclosure of Invention

In order to solve the above problems, embodiments of the present invention provide a method and an apparatus for dynamic compaction foundation replacement.

In a first aspect, an embodiment of the present invention provides a dynamic compaction replacement foundation treatment method, including:

step 1, leveling a field and measuring the elevation of a working surface;

step 2, digging pits at ramming points, checking the pits and filling;

step 3, after the construction scheme is determined through trial tamping, point tamping is carried out on each pit point in a large scale;

step 4, leveling and compacting by adopting full compaction, re-measuring the elevation of a working surface after full compaction, determining the tamping settlement and paving a cushion layer;

and 5, inspecting and accepting the reinforcing effect, wherein the inspection method comprises dynamic sounding, load testing, pier length detection and field direct shearing.

Preferably, the step 2 comprises the following specific steps:

step 2.1, digging a pit: marking the position of a rammed point, carrying out experimental construction according to geological conditions to determine a pit digging scheme, and digging the pit to the digging depth according to various parameters in the pit digging scheme, wherein the various parameters in the pit digging scheme comprise the type of an excavator, the digging depth and the digging diameter;

step 2.2, pit inspection: checking each pit to ensure that the pit digging requirement is met, detecting each pit, and adjusting a construction scheme in time according to real-time geological condition information obtained by detecting the pits;

step 2.3, filling: and after the construction scheme is determined, supplementing and backfilling the materials of the pits, recording the filling volume of each pit, and obtaining the total filling material and the average diameter of the broken stone pier according to the filling volume of each pit.

Preferably, the step 3 specifically comprises the following steps:

3.1, in the tamping process, recording the depth of the tamping pit by knocking, and when the construction is influenced by the extrusion of soft soil around a tamping point, cleaning the extruded soft soil at any time and continuously constructing after backfilling broken stones;

step 3.2, when the depth of the rammed pit exceeds the ramming base depth or the ramming is difficult, filling the rammed pit with filler and then ramming, wherein the ramming base depth is 1.25m-1.75m;

and 3.3, repeating the tamping and filling processes and recording the filling amount of each filling until the tamping number and the tamping stopping standard required by construction are met.

Preferably, the determination criteria for the depth of the cut in step 2.1 include: for the stratum with hard top and soft bottom, the excavation depth penetrates through the hard shell layer; in the case of poor penetration of the displaced material or shallow displacement depth, the excavation depth is increased to the middle-lower part of the treatment target layer.

In a second aspect, an embodiment of the present invention further provides a dynamic compaction replacement foundation treatment apparatus, including:

the excavating component comprises an excavating head for excavating and transporting soil, a discharge port for replacement materials to pass through is formed in the excavating head, a blocking piece clamped with the excavating head is connected to the discharge port, and the blocking piece is used for controlling the opening and closing of the discharge port;

the transportation line assembly is arranged on one side of the digging assembly and is used for transporting the excavated soil or replacement materials;

and the image acquisition assembly is arranged on the excavation assembly and close to the excavation head and is used for acquiring the image information of the soil layer in the tamping pit.

Preferably, the excavation component further comprises:

a displacement assembly;

the control assembly is electrically connected with the displacement assembly;

the driving arm group is electrically connected with the control assembly, one end of the driving arm group is connected with the displacement assembly, and the other end of the driving arm group is rotatably connected with the excavating head;

the transmission part is hinged to the driving arm set, a guide rail which is connected with the image acquisition assembly in a sliding mode is arranged on the transmission part, the transmission part is connected with the excavating head through a first driver, connected with the blocking part through a second driver and connected with the driving arm set through a third driver, and the third driver is used for driving the transmission part to rotate relatively between the driving arm set.

Preferably, one end of the blocking piece is rotatably connected with the excavating head, and the other end of the blocking piece is detachably connected with the excavating head through an electromagnetic assembly; a notch is formed in the periphery of the discharge port of the digging head, a boss matched with the notch is arranged on the plugging piece, and the notch is clamped with the boss.

Preferably, the transit line assembly comprises:

the first transportation frame is arranged on one side of the tamping pit, and a sliding groove is formed in the first transportation frame;

a first conveyor belt connected to the first conveyor frame;

the second transportation frame is connected with the first transportation frame in a sliding mode, and a convex rail matched with the sliding groove is arranged on the second transportation frame;

and the second conveying belt is connected with the second conveying frame and used for conveying the replacement materials, and the width of the second conveying belt is matched with that of the excavating head.

Preferably, the second transportation frame comprises a supporting leg for supporting, a limiting groove is formed in one end, close to the ground, of the supporting leg, a sliding block is connected in the limiting groove in a sliding mode, the sliding block is connected with a rotating shaft in a rotating mode, and a roller is arranged on the rotating shaft; the damping support piece is arranged between the sliding block and the supporting leg, a first magnet is arranged at one end, away from the ground, of the limiting groove, and a second magnet electrically connected with the first magnet is arranged on the sliding block.

Preferably, the first conveying belt and the second conveying belt are provided with baffle plates on two sides, and the baffle plates are used for limiting the soil for reloading or digging.

The method for treating the foundation by dynamic compaction replacement provided by the scheme provided by the embodiment of the invention is a proven dynamic compaction replacement construction method, and achieves the purposes of penetrating a surface hard shell layer, improving the dynamic compaction replacement treatment depth, reducing the tamping times, improving the work efficiency, reducing the material requirement of the replacement material, reducing the discreteness of the using amount of the replacement material, and dynamically mastering geological conditions in real time by digging a pit, thereby achieving the purposes of reliable technology, improved work efficiency, reduced investment and controllability. The dynamic compaction replacement foundation treatment device provided by the scheme provided by the second aspect of the embodiment of the invention realizes a multi-purpose function by arranging the excavating head to excavate and backfill the rammed pit, and is matched with the image acquisition assembly to acquire the image information of the soil layer in the rammed pit, so that the construction scheme can be adjusted in time, and the construction efficiency is improved. The invention solves the problem of poor treatment effect of the dynamic compaction replacement foundation caused by poor penetration of the dynamic compaction replacement material and the special complex geological foundation.

In order to make the aforementioned and other objects, features and advantages of the present invention comprehensible, preferred embodiments accompanied with figures are described in detail below.

Drawings

In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings used in the embodiments or the prior art descriptions will be briefly described below, it is obvious that the drawings in the following description are only some embodiments of the present invention, and other drawings can be obtained by those skilled in the art without creative efforts.

Fig. 1 is a flow chart illustrating a method for dynamic compaction replacement foundation treatment according to an embodiment of the present invention;

FIG. 2 is a schematic structural diagram of a transportation line assembly of the dynamic compaction replacement foundation treatment device provided by the embodiment of the invention;

FIG. 3 is a schematic diagram showing a three-dimensional structure of a dynamic compaction replacement foundation treatment device in a pit digging state according to an embodiment of the invention;

fig. 4 is a schematic structural diagram of a dynamic compaction replacement foundation treatment device according to an embodiment of the invention;

FIG. 5 is a schematic perspective view illustrating a filling state of a dynamic compaction replacement foundation treatment device according to an embodiment of the present invention;

FIG. 6 is a schematic structural diagram illustrating a filling state of a dynamic compaction replacement foundation treatment device according to an embodiment of the invention;

fig. 7 is a schematic structural diagram illustrating a second transportation frame of the dynamic compaction replacement foundation treatment device according to the embodiment of the invention;

FIG. 8 is a schematic structural diagram illustrating a digging assembly of the dynamic compaction replacement foundation treatment apparatus according to the embodiment of the present invention;

fig. 9 is a schematic structural diagram of an excavating head of the dynamic compaction replacement foundation treatment device according to the embodiment of the invention.

Icon:

1. a digging component; 2. a conveyor line assembly; 3. an image acquisition component; 11. an excavating head; 12. a blocking member; 13. a displacement assembly; 14. a control component; 15. a driving arm group; 16. a transmission member; 17. a first driver; 18. a second driver; 19. a third driver; 21. a first transport rack; 22. a first conveyor belt; 23. a second transport rack; 24. a second conveyor belt; 25. a baffle plate; 111. a discharge port; 112. a recess; 121. a boss; 161. a guide rail; 211. a chute; 231. a raised rail; 232. a support leg; 233. a slider; 234. a rotating shaft; 235. a roller; 236. a shock absorbing support; 237. a first magnet; 238. a second magnet; 2321. a limiting groove.

Detailed Description

In the description of the present invention, it is to be understood that the terms "center", "longitudinal", "lateral", "length", "width", "thickness", "upper", "lower", "front", "rear", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", "outer", "clockwise", "counterclockwise", and the like, indicate orientations and positional relationships based on those shown in the drawings, and are used only for convenience of description and simplicity of description, and do not indicate or imply that the device or element being referred to must have a particular orientation, be constructed and operated in a particular orientation, and thus, should not be considered as limiting the present invention.

Furthermore, the terms "first", "second" and "first" are used for descriptive purposes only and are not to be construed as indicating or implying relative importance or implicitly indicating the number of technical features indicated. Thus, a feature defined as "first" or "second" may explicitly or implicitly include one or more of that feature. In the description of the present invention, "a plurality" means two or more unless specifically defined otherwise.

In the present invention, unless otherwise expressly specified or limited, the terms "mounted," "connected," "secured," and the like are to be construed broadly and can, for example, be fixedly connected, detachably connected, or integrally connected; can be mechanically or electrically connected; they may be connected directly or indirectly through intervening media, or they may be interconnected between two elements. The specific meanings of the above terms in the present invention can be understood according to specific situations by those of ordinary skill in the art.

The reason why the dynamic replacement method is problematic is as follows:

(1) The geological conditions are complex: for the stratum with hard top and soft bottom of foundation soil (for example, red clay stratum has the characteristic of typical hard top and soft bottom, the surface layer of the flood area is a silty soil silty clay weak layer at the lower part of sand gravel, the surface layer of the same stratum has high strength, the lower part of the same stratum has low strength influenced by water, and the like), the soft layer is clamped with a hard lens body, and the like, the key of the foundation treatment is to treat the soft layer so as to meet the requirements of bearing capacity and settlement. The dynamic compaction replacement needs to penetrate through a surface hard shell layer and a hard interlayer to effectively process a soft target layer, but the penetration of the hard layer consumes a large amount of energy and time, and the problems of poor penetration effect, ineffective processing of the soft layer, large dispersion of the consumption of dynamic compaction replacement materials, low work efficiency, poor foundation processing effect, large manufacturing cost control difficulty and the like easily occur.

(2) The geological conditions vary dramatically: the geological change of part of engineering projects is violent, and due to the limitation of exploration work, the existing exploration means is difficult to completely reveal and reflect complex and variable geological conditions. For the forced ramming replacement, special geological structures which are difficult to expose for reconnaissance such as a dark pond, a creek and a sulcus may exist in the soft foundation, and at the moment, the depth of the forced ramming replacement treatment is insufficient, and the forced ramming replacement gravel pier cannot be bottomed, so that the problem of engineering quality is caused.

(3) The reason for dynamic compaction material replacement is as follows: for large-scale engineering projects such as airports, roads, railways and the like, stone materials excavated in excavation areas are used in local material-taking places to carry out foundation treatment by adopting dynamic compaction replacement, so that the dual purposes of foundation treatment and inorganic solid material consumption can be achieved, and the method is an ideal scheme for foundation treatment. However, the bedrock materials in the excavation areas of part projects have small particles and low strength due to strong weathering, joint crack development and the like, and have poor penetration capacity of dynamic compaction replacement, more times of tamping, slow convergence of tamping settlement or incapability of convergence, thereby causing quality and construction period problems.

Referring to fig. 1, an embodiment of the present invention provides a dynamic compaction replacement foundation treatment method, which is a foundation treatment method of digging a pit first and then backfilling a dynamic compaction replacement material, and a construction sequence of digging a pit and dynamic compaction replacement includes: construction preparation → site leveling and working surface elevation measurement (by measuring elevation before and after dynamic compaction and calculating tamping amount) → digging pit at tamping point, checking pit and filling → each pit point tamping → full tamping, leveling and compacting and measuring working surface elevation → reinforcement effect inspection and acceptance. The method comprises the following specific steps:

s1, leveling a field and measuring the elevation of a working surface: removing special soil such as surface layer planting soil, miscellaneous filling soil, humus soil and the like, and leveling the field to meet the requirements of the construction working surface; if the surface layer of the field is soft and the mechanical construction is difficult, a broken stone cushion layer can be laid and then leveled;

s2, digging a pit at the ramming point, checking the pit and filling;

the S2 comprises the following specific steps:

s2.1, digging a pit: the method comprises the steps of measuring lofting on site according to a designed tamping point distance, marking a tamping point position, selecting a proper excavator according to geological conditions (determining the type of the excavator according to the geological conditions and the excavation depth required to be achieved, generally proposing to select a small excavator with a long arm) to perform experimental construction to determine an excavation scheme, and excavating a pit to the excavation depth according to various parameters in the excavation scheme, wherein the various parameters in the excavation scheme comprise the type of the excavator, the excavation depth, the excavation diameter and the like;

s2.1, the excavation depth is determined according to the actual engineering, and the specific determination standard comprises the following steps: for the stratum with hard top and soft bottom, the excavation depth penetrates through the hard shell layer; and for the condition that the penetrating force of the replacement material is poor or the replacement depth is shallow, the excavation depth is increased to the middle lower part of the treatment target layer as much as possible.

S2.2, pit inspection: the pit is tested according to the depth determined by the design, the pit digging requirement is met, pit exploration is carried out on each pit, each pit can be used as a wide and dense pit exploration to expose geological conditions in real time, the construction scheme is timely adjusted according to the real-time geological condition information obtained by pit exploration, and the problem of engineering quality caused by drastic change of the geological conditions which cannot be exposed by exploration is avoided;

s2.3, filling: and after digging pits and determining a construction scheme, performing supplementary material backfilling on each pit, recording the volume of the filling material of each pit, and obtaining the total filling material and the average diameter of the broken stone pier according to the volume of the filling material of each pit.

Replacement materials for replenishing and backfilling are generally hard coarse particle materials such as slag, construction waste, broken stone blocks and the like, so that pit collapse is avoided; and the total filler material can be obtained and the cost and the average diameter of the broken stone pier can be calculated through backfilling the filler volume of each pit point.

S3, after the construction scheme is determined through trial tamping, point tamping is carried out on each pit point in a large scale;

the S3 comprises the following specific steps:

s3.1, keeping the position of a tamping point unchanged in the tamping process, recording the depth of a tamping pit by striking, and when construction is influenced by extrusion of soft soil around the tamping point, continuously constructing after the extruded soft soil is cleaned at any time by using an excavator and broken stones are backfilled;

s3.2, when the depth of the rammed pit exceeds the ramming base depth or the ramming is difficult, filling the rammed pit with filler and then ramming, wherein the ramming base depth is 1.25m-1.75m, and the exemplary ramming base depth is 1.5m;

and S3.3, repeating the tamping and filling processes and recording the filling amount of each filling until the tamping number and the tamping stop standard required by construction are met.

The tamping striking number and the tamping stopping standard can be set according to the requirements in the building foundation treatment technical specification. The number of strong tamping is generally 6-20, the average tamping amount of the last two tamping meets the design requirements (the average tamping amount of the last two tamping is less than 5cm when the strong tamping energy level is less than 4000kN.m, less than 10cm when the strong tamping energy level is less than 4000 cm to 6000kN.m, less than 15cm when the strong tamping energy level is less than 6000 cm to 8000kN.m, and less than 20cm when the strong tamping energy level is more than 8000kN.m). And (3) performing trial compaction in a small range before large-scale construction, namely performing construction in the small range according to the steps of S3.1-S3.3, performing large-scale construction after verification is feasible, and performing large-scale construction after a construction scheme is determined.

S4, leveling and compacting by adopting full compaction to ensure the uniformity of the foundation due to the fact that the surface layer is loose after dynamic compaction, re-measuring the elevation of the site after full compaction, namely re-measuring the elevation of a working surface, determining the tamping sinking amount (or the uplifting amount) and paving a cushion layer according to the design requirement to achieve the purposes of draining and coordinating deformation;

and S5, checking and accepting the reinforcing effect according to design requirements, wherein the checking method comprises dynamic sounding, load tests, pier length detection, field direct shearing and other tests, the detection time between pier points is preferably carried out at an interval of 28d after the foundation treatment is finished, and the pier body detection is preferably carried out at an interval of 7d after the foundation treatment.

Compared with the prior art, the dynamic compaction replacement foundation treatment method achieves the purposes of penetrating through a surface hard shell layer, improving the dynamic compaction replacement treatment depth, reducing the times of tamping, improving the work efficiency, reducing the material requirement of the replacement material, reducing the discreteness of the usage of the replacement material and dynamically mastering the geological conditions in real time by digging pits, thereby achieving the purposes of reliable technology, improved work efficiency, reduced investment and controllability. The method has the following specific beneficial effects:

1. the foundation treatment effect is improved: digging a pit to penetrate through a surface hard shell layer and replacing part of depth in advance; the filling material is bound by the surrounding soil body after the hole filling material is pre-dug and then is subjected to dynamic compaction, the property of the filling material is obviously better than that of the surrounding soil body, the downward load transfer capacity is improved, and the phenomenon that the tamping settlement is not converged due to the fact that the surface layer dynamic compaction replacement material mainly diffuses towards the periphery is avoided. Therefore, the treatment depth and effect of the foundation can be obviously improved.

2. Is beneficial to improving the work efficiency: the digging pit adopts an excavator, so that the working efficiency is high; after pit digging, the materials are supplemented and the dynamic compaction is carried out, so that the tamping frequency can be greatly reduced, and the tamping frequency can be reduced by 20-50% through tests; after digging, the dynamic compaction energy level required for achieving the same replacement depth is reduced, and the work efficiency is accelerated; the working procedures of pit digging, material supplementing and dynamic compaction are relatively independent, so that streamlined operation can be formed, and the construction efficiency is improved.

3. Is beneficial to saving and controlling investment: the requirements of pit digging and dynamic compaction replacement on the particle size, strength and the like of dynamic compaction replacement materials are greatly reduced, local materials are favorably used, the cost is reduced, waste is turned into wealth, and the investment is saved. Meanwhile, the dynamic compaction is carried out after the hole filler is pre-dug, the downward extrusion impact capacity of the filler is obviously enhanced, the extrusion to the periphery is reduced, the dispersion of the replacing amount of the dynamic compaction is reduced, and the investment control is facilitated. After digging the pit, the dynamic compaction energy level required for reaching the same replacement depth is reduced, and the cost is reduced.

4. The dynamic design construction is facilitated: china has wide breadth, extremely complex geological conditions and violent change of the geological conditions, and the geological conditions are difficult to be completely revealed by the existing exploration means. In the excavation and dynamic compaction replacement process, on-site inspection can be carried out on each pit point, if in and out with exploration, real-time analysis can be carried out, design is adjusted if necessary, dynamic design construction is realized, and quality problems are avoided.

The method flow for configuring the page is described above in detail, and the method may also be implemented by a corresponding apparatus, and the structure and function of the apparatus are described below in detail.

Referring to fig. 1 to 9 together, an embodiment of the present invention further provides a dynamic compaction foundation replacement processing apparatus, including an excavating component 1, a conveying line component 2, and an image acquiring component 3, where the excavating component 1 includes an excavating head 11 for excavating and conveying soil, the excavating head 11 is provided with a discharge port 111 for allowing a replacement material to pass through, the discharge port 111 is connected with a plugging member 12 engaged with the excavating head 11, and the plugging member 12 is used for controlling opening and closing of the discharge port 111; the transportation line assembly 2 is arranged on one side of the digging assembly 1 and is used for transporting excavated soil or replacement materials; the image acquisition assembly 3 is arranged on the excavation assembly 1 and close to the excavation head 11 and is used for acquiring image information of soil layers in the tamping pit.

During excavation, the plugging piece 12 is connected with the excavating head 11 to plug the discharge port 111, the excavating head 11 excavates the rammed pit and transports excavated soil to the transport line assembly 2, the transport line assembly 2 can be a conveyor belt, and the excavated soil is transported to a soil stacking position, so that centralized treatment is facilitated; during the filler, shutoff piece 12 and excavation head 11 separate, open discharge gate 111, and excavation head 11 plays the effect of funnel, and transportation line subassembly 2 is connected with excavation head 11, and will replace in material transmission to excavation head 11, the replacement material falls into in the ramming pit through discharge gate 111.

Compared with the prior art, the dynamic compaction replacement foundation treatment device enables workers to be far away from the position of the tamping pit and the digging head 11, so that accidents are effectively avoided, and the safety is higher; the quantity of the replacement materials is recorded when the replacement materials are placed on the transportation line assembly 2, so that the subsequent cost is calculated conveniently, and the recording precision of the replacement materials is higher; the image acquisition component 3 arranged on one side of the excavating head 11 is used for acquiring image information of soil layers in the rammed pit, so that the construction scheme can be adjusted conveniently and timely, the construction efficiency is improved, and on the other hand, when the replacement materials are backfilled, the backfilling condition of the replacement materials in the rammed pit is monitored, so that the real-time control of replacement material feeding is facilitated.

In this embodiment, the excavation assembly 1 further comprises a displacement assembly 13, a control assembly 14, a drive armset 15 and a transmission 16, wherein the displacement assembly 13 may be a crawler-type base for positional adjustment; the control assembly 14 is electrically connected with the displacement assembly 13, an operator controls the control assembly 14, and the control assembly 14 processes information and outputs instructions; the driving arm set 15 is electrically connected with the control component 14, one end of the driving arm set 15 is connected with the displacement component 13, the other end of the driving arm set 15 is rotatably connected with the excavating head 11, and the driving arm set 15 is used for driving the excavating head 11 to move in a three-dimensional space; the transmission piece 16 is hinged to the driving arm set 15, a guide rail 161 which is connected with the image acquisition assembly 3 in a sliding mode is arranged on the transmission piece 16, the transmission piece 16 is connected with the excavating head 11 through a first driver 17, connected with the blocking piece 12 through a second driver 18 and connected with the driving arm set 15 through a third driver 19, and the third driver 19 is used for driving the transmission piece 16 and the driving arm set 15 to rotate relatively.

Image acquisition subassembly 3 passes through the guide block with guide rail 161 and is connected, and the guide block drives image acquisition subassembly 3 and follows guide rail 161 sliding displacement, enlarges the image acquisition scope, and on the other hand, image acquisition subassembly 3 is articulated with the guide block, and image acquisition subassembly 3 rotates and further enlarges the acquisition scope. The first driver 17 and the second driver 18 cooperate to drive the digging head 11 and the driving arm group 15 to rotate relatively; the second driver 18 also drives the plugging piece 12 and the digging head 11 to move relatively, so as to realize the opening and closing of the discharge hole 111. The transmission member 16 may be of triangular configuration.

In this embodiment, the maximum diameter of the digging head 11 is set according to the designed diameter adaptation of the pothole, the length of the driving arm set 15 is set according to the depth adaptation of the pothole, namely, the digging head 11 is as small as possible, and the length of the driving arm set 15 is as long as possible, so that the potholes with smaller diameters and larger depths can be obtained on the one hand, the center distance between the potholes can be reduced on the other hand, the arrangement of the potholes is more dense, and the construction effect is better.

In the embodiment, one end of the plugging piece 12 is rotatably connected with the digging head 11, and the other end is detachably connected with the digging head 11 through an electromagnetic assembly; a notch 112 is arranged around the discharge hole 111 of the digging head 11, a boss 121 matched with the notch 112 is arranged on the plugging piece 12, and the notch 112 is clamped with the boss 121. Through the matching of the notch 112 and the boss 121, the blocking piece 12 is tightly connected with the digging head 11; the electromagnetic component comprises a first magnetic pole arranged on the digging head 11 and a second magnetic pole arranged on the plugging piece 12, and when the electromagnetic component is connected, the first magnetic pole and the second magnetic pole are mutually attracted, so that the plugging piece 12 is tightly connected with the digging head 11; when the magnetic pieces are separated, the first magnetic pole and the second magnetic pole repel each other or have no magnetism, and the discharge port 111 is opened.

In the present embodiment, the transportation line assembly 2 includes a first transportation frame 21, a first transportation belt 22, a second transportation frame 23 and a second transportation belt 24, wherein the first transportation frame 21 is disposed at one side of the tamping pit, and the first transportation frame 21 is provided with a sliding chute 211; the first conveyor belt 22 is connected with the first conveyor frame 21; the second transportation frame 23 is connected with the first transportation frame 21 in a sliding mode, a convex rail 231 matched with the sliding groove 211 is arranged on the second transportation frame 23, and the sliding groove 211 and the convex rail 231 are matched to limit the second transportation frame 23, so that the transportation directions of the first transportation belt 22 and the second transportation belt 24 are on the same straight line, and the accuracy and the high efficiency of transportation are guaranteed; a second conveyor belt 24 is connected to the second carriage 23 for transporting the replacement material, the width of the second conveyor belt 24 being adapted to the digging head 11.

In this embodiment, the first conveyor belt 22 and the second conveyor belt 24 are provided with a baffle 25 on both sides, and the baffle 25 is used for limiting the soil for reloading or digging. The first conveyer belt 22 is arranged at a position higher than the second conveyer belt 24, and when the excavated soil is conveyed, the second conveyer frame 23 is positioned at the bottom of the first conveyer frame 21, and only the first conveyer belt 22 works; when the replacement materials are transported, the second transportation frame 23 is moved out of the bottom of the first transportation frame 21 along the sliding groove 211, one end of the second transportation frame 23 is extended to the upper part of the digging head 11, and the replacement materials pass through the first transportation belt 22 to the second transportation belt 24 and then fall into the digging head 11.

In this embodiment, the second transportation frame 23 includes a leg 232 for supporting, one end of the leg 232 close to the ground is provided with a limiting groove 2321, a sliding block 233 is slidably connected in the limiting groove 2321, the sliding block 233 is rotatably connected with a rotating shaft 234, and a roller 235 is arranged on the rotating shaft 234; a damping support 236 is arranged between the sliding block 233 and the supporting leg 232, a first magnet 237 is arranged at one end of the limiting groove 2321 far away from the ground, and a second magnet 238 electrically connected with the first magnet 237 is arranged on the sliding block 233. The shock absorbing support member 236 may be a combination of a spring and a damper, which on one hand supports the leg 232 and the slider 233, and on the other hand acts as a buffer when a large force is applied.

When the second transportation frame 23 is moved, the first magnet 237 and the second magnet 238 are controlled to be the same electrode and are repelled, and the supporting force of the damping support member 236 is matched to move the slider 233 along the limiting groove 2321 to the ground, at this time, the roller 235 contacts with the ground and supports the supporting leg 232, the roller 235 rotates to realize the displacement of the second transportation frame 23, and the movement is more convenient; after the sliding block is moved to a proper position, the first magnet 237 and the second magnet 238 are controlled to be opposite electrodes and attract each other, the sliding block 233 moves towards the direction far away from the ground along the limiting groove 2321, at the moment, the roller 235 is separated from the ground, the supporting leg 232 is in contact with the ground, the fixing and supporting effect is better, and the stability is better.

The above description is only an embodiment of the present invention, but the scope of the present invention is not limited thereto, and any person skilled in the art can easily conceive of changes or substitutions within the technical scope of the present invention, and the present invention shall be covered by the claims. Therefore, the protection scope of the present invention shall be subject to the protection scope of the appended claims.

Claims

1. A dynamic compaction replacement foundation treatment method is characterized in that a dynamic compaction replacement foundation treatment device is applied, and comprises the following steps:

step 1, leveling a field and measuring the elevation of a working surface;

step 2, digging a pit at the ramming point, checking the pit and filling;

step 5, checking and accepting the reinforcement effect, wherein the checking method comprises dynamic sounding, load testing, pier length detection and field direct shearing;

the step 2 specifically comprises the following steps:

step 2.1, digging a pit: marking the position of a rammed point, performing experimental construction according to geological conditions to determine a pit digging scheme, and digging the pit to the digging depth according to various parameters in the pit digging scheme, wherein the various parameters in the pit digging scheme comprise the type of an excavator, the digging depth and the digging diameter;

step 2.2, pit inspection: checking each pit point to ensure that the pit digging requirement is met, performing pit detection on each pit point, and timely adjusting a construction scheme according to real-time geological condition information obtained by pit detection;

step 2.3, filling: after the construction scheme is determined, supplementing and backfilling the filling materials of each pit point, recording the filling volume of each pit point, and obtaining the total filling materials and the average diameter of the broken stone pier according to the filling volume of each pit point;

the determination criteria of the excavation depth in the step 2.1 comprise: for the stratum with hard top and soft bottom, the excavation depth penetrates through the hard shell layer; for the condition that the penetration force of the replacement material is poor or the replacement depth is shallow, the excavation depth is increased to the middle lower part of the treatment target layer;

the step 3 specifically comprises the following steps:

step 3.1, in the tamping process, recording the depth of the tamping pit one by one, and when the construction is influenced by extruding soft soil around a tamping point, cleaning the extruded soft soil at any time, backfilling broken stones with blocks and continuing the construction;

3.3, repeating the tamping and filling processes and recording the filling amount of each filling until the tamping number and the tamping stopping standard required by construction are met;

wherein, a dynamic compaction replacement ground processing apparatus includes:

the excavating component (1) comprises an excavating head (11) used for excavating and transporting soil, a discharge hole (111) used for allowing replacement materials to pass through is formed in the excavating head (11), a blocking piece (12) clamped with the excavating head (11) is connected to the discharge hole (111), and the blocking piece (12) is used for controlling the opening and closing of the discharge hole (111);

the conveying line assembly (2) is arranged on one side of the digging assembly (1) and is used for conveying excavated soil or replacement materials;

the image acquisition assembly (3) is arranged on the excavation assembly (1) and close to the excavation head (11) and is used for acquiring image information of soil layers in the tamping pit.

2. The dynamic compaction replacement foundation treatment method according to claim 1, wherein the excavation component (1) further comprises:

a displacement assembly (13);

a control assembly (14) electrically connected to the displacement assembly (13);

the driving arm set (15) is electrically connected with the control assembly (14), one end of the driving arm set (15) is connected with the displacement assembly (13), and the other end of the driving arm set is rotatably connected with the excavating head (11);

transmission part (16), with driving arm group (15) are articulated, be equipped with on transmission part (16) with image acquisition subassembly (3) sliding connection's guide rail (161), transmission part (16) through first driver (17) with excavation head (11) are connected, through second driver (18) with shutoff piece (12) are connected, through third driver (19) with driving arm group (15) are connected, third driver (19) are used for the drive transmission part (16) with relative rotation between driving arm group (15).

3. The dynamic compaction replacement foundation treatment method according to claim 1, wherein one end of the plugging piece (12) is rotatably connected with the excavating head (11), and the other end is detachably connected with the excavating head (11) through an electromagnetic assembly; a notch (112) is formed in the periphery of the discharge hole (111) of the excavating head (11), a boss (121) matched with the notch (112) is arranged on the plugging piece (12), and the notch (112) is clamped with the boss (121).

4. The dynamic compaction replacement foundation treatment method according to claim 1, wherein the transportation line assembly (2) comprises:

the first transportation frame (21) is arranged on one side of the tamping pit, and a sliding groove (211) is formed in the first transportation frame (21);

a first conveyor belt (22) connected to the first conveyor frame (21);

the second transportation frame (23) is connected with the first transportation frame (21) in a sliding mode, and a convex rail (231) matched with the sliding groove (211) is arranged on the second transportation frame (23);

a second conveyor belt (24) connected to the second conveyor frame (23) for conveying the replacement material, the second conveyor belt (24) having a width adapted to the excavating head (11).

5. The dynamic compaction replacement foundation treatment method according to claim 4, wherein the second transportation frame (23) comprises a supporting leg (232), a limiting groove (2321) is formed in one end, close to the ground, of the supporting leg (232), a sliding block (233) is connected in the limiting groove (2321) in a sliding mode, a rotating shaft (234) is connected to the sliding block (233) in a rotating mode, and a roller (235) is arranged on the rotating shaft (234); a damping supporting piece (236) is arranged between the sliding block (233) and the supporting leg (232), a first magnet (237) is arranged at one end, far away from the ground, of the limiting groove (2321), and a second magnet (238) electrically connected with the first magnet (237) is arranged on the sliding block (233).

6. The dynamic compaction replacement foundation treatment method according to claim 4, wherein baffle plates (25) are arranged on two sides of the first conveyor belt (22) and the second conveyor belt (24), and the baffle plates (25) are used for limiting the soil for refueling or excavation.