CN108442363A - Underground pile connects wall construction method and its at wall equipment - Google Patents

Abstract

The present invention discloses underground pile and connects wall construction method and its at wall equipment, it is characterised in that：S1:Smooth location；S2:Divide into casing；S3：Stake machine is in place；S4:It is arranged by stake position and jumps hole construction, mud off punching scrapes out hole to set depth, S5:Cleaning eye bottom sediment measures concentration of hydraulic mixture；S6：Descending reinforcing cage placing concrete completes a jump hole unit wall section；S7:Piling is constructed, and mud off punching scrapes out hole；S8:Two boundary wall soil grooving are rejected, high-pressure nozzle prolongs guide rod and moves up and down, water slurry punching two boundary wall connectors of cleaning；S9:Cleaning eye bottom sediment measures concentration of hydraulic mixture；S10：Steel reinforcement cage placing concrete is divided into wall；The construction technology of the present invention can be with：1, clear up muddy between wall connecting head, and then increase and connect solidity between wall, effectively solving the miriness between wall causes wall even to seep water there are gap and other issues, 2, mechanical chipping bottom hole sediment, work efficiency is fast, thoroughly, effect it is good；Change traditional floatation type cleaning；3, punching scrapes out hole has practicability to complicated geologicals such as sandy gravel, the miscellaneous stones of backfill；Rock grooving can be entered, reach construction quality requirement.

Description

Construction method of underground pile connecting wall and its wall-forming equipment

technical field

The invention belongs to the technical field of engineering construction, and in particular relates to an underground pile connecting wall construction method and wall forming equipment thereof.

Background technique

Diaphragm wall, also known as underground diaphragm wall, is a foundation project that uses a trenching machine under the ground to excavate a deep groove along the peripheral axis of the deep excavation project under the condition of mud retaining wall, and hang steel bars in the groove Cage, and then use the conduit method to pour underwater concrete to build a unit wall segment. This is carried out section by section, and a continuous reinforced concrete wall is built underground as a water-stop curtain and a supporting load-bearing structure.

The current construction process of the diaphragm wall is as follows: 1: Excavate a deep groove under the condition of the mud retaining wall, and after forming a unit groove section, place a prefabricated steel cage in the groove, and then pour the concrete with the conduit method to complete the construction of a unit The wall section, the joints between the unit wall sections are connected to each other; 2: The construction of the hydraulic grabbing head machinery and equipment, during the construction process, if there are stones or sundries in the ground or the strength of the rock penetration is high, the construction cannot be carried out; 3: The construction process In the process, the mud on the adjacent walls will affect the bonding between the later walls, because the mud will block the effective bonding of the concrete and the walls. In turn, there will be gaps between the walls in the later stage, water seepage, etc., and the quality standards will not be met. For example, the hydraulic grab equipment is difficult to meet the construction requirements due to poor geological conditions.

Contents of the invention

The present invention proposes an underground pile connecting wall construction method and its pile-forming equipment in order to solve the shortcomings of the above-mentioned existing continuous wall construction method.

In order to achieve the above object, the technical scheme adopted in the present invention is as follows:

The method for connecting walls is characterized in that: the steps include the following:

S1: leveling the field;

S2: There is a casing underneath;

S3: the pile driver is in place;

S4: Arrange jump hole construction according to the pile position, punch and excavate the mud retaining wall to the set depth,

S5: clean up the sediment at the bottom of the hole, and measure the mud concentration;

S6: Concrete is poured with reinforcement cages to complete a jump hole unit wall section;

S7: Pile filling construction, the mud retaining wall is punched and dug to form a hole to the set depth;

S8: Eliminate the soil on the two boundary walls to form grooves, move the high-pressure nozzle up and down along the guide rod, and punch and clean the joints of the two boundary walls with the water slurry;

S9: clean up the sediment at the bottom of the hole, and measure the mud concentration;

S10: The reinforcement cage is set up and the concrete is poured into the wall.

Further, in the step S4, the pile driver is activated to skip holes according to pile positions, and the mechanical punching and digging head of the mud protection wall is used to punch and dig downwards along the guide telescopic rod.

Further, in the step S5, the sediment at the bottom of the hole is cleaned, the mud concentration is measured, and the specific gravity of the mud is controlled between 1.15 and 1.20.

Further, in the step S7, the displacement of the pile driver is carried out sequentially, and the construction is carried out sequentially. The mud protection wall and the mechanical punching head are used to extend the guiding telescopic rod to excavate downwards, and the earth, slag and stones are picked up from the groove and taken out of the ground. The steps are carried out step by step, and the trench is punched and dug to the level of the bottom of the wall.

Further, in the step S8, the soil of the two boundary walls is removed to form grooves, the high-pressure pump is started, the transportation pipeline is moved up and down along the guide rod, the water slurry is punched to clean the joints of the two boundary walls, and the solidity of the connection between the walls is increased. , to meet the construction quality requirements.

A pile-forming equipment based on an underground pile-to-wall construction method, characterized in that it includes a pile driver, the pile driver is connected to a directional telescopic guide rod, a bucket body is arranged below the directional telescopic guide rod, and the two sides of the bucket body An oil cylinder is provided, and the lower end of the oil cylinder is provided with a punching and digging head, and the punching and digging head is hinged on the bucket body, and the oil cylinder drives the punching and digging head to open or close, and bucket teeth are also arranged under the bucket body.

Further, the oil cylinder is controlled by the pile driver hydraulic device.

Further, the directional telescopic guide rod is lifted and lowered along the well support slideway under the action of the hoist wire rope.

Further, one end of the punching and digging head is fixed on the bucket body through a pin, and the other end of the punching and digging head is connected to the oil cylinder.

Further, the bucket body is connected with the sleeve of the directional telescopic guide rod.

Further, the pile driver is provided with an electromagnetic force coil follower, which is used for retracting and releasing the high-pressure pipe, and the high-pressure pipe is connected to the oil cylinder.

Further, the coiled pipe slides through the top pulley of the well support.

The present invention has the following beneficial effects:

The construction process of the present invention can clean up the mud between the wall joints, thereby increasing the solidity of the connection between the walls, effectively solving the problems of gaps or even water seepage in the walls caused by the mud between the walls, and the mechanical cleaning of the bottom of the hole is fast and efficient. Thorough and effective; suitable for various complex geological soil layers, such as: flushing and digging trenches for boulders, boulders, backfilling soil with stones, and cobblestones in sand layers.

It is practical for backfilling mixed rocks or complex geology, and can be inserted into rocks to form trenches to meet the construction quality requirements.

Description of drawings

Fig. 1 is a process flow diagram of the present invention.

Figure 2 is a schematic diagram of the construction structure of the skip hole in Case 1.

Figure 3 is a schematic diagram of the hole repairing construction structure in Case 1.

Fig. 4 is a concrete wall structure diagram of Case 1.

Figure 5 is a schematic diagram of the construction structure of Case 2 jumping holes.

Fig. 6 is a schematic diagram of the construction structure of Case 2 hole filling.

Fig. 7 is a structural diagram of concrete pile formation in Case 2.

Figure 8 is a structural diagram of the pile foundation.

Fig. 9 is a structural diagram of the punching head and the guide rod.

In the picture:

1. Directional telescopic guide rod; 2. Bucket body; 3. Oil cylinder; 4. Punching and digging head; 5. Well support; 6. Bucket teeth; 7. Electromagnetic force coil follower device; 8. Pulley; Tube.

Detailed ways

Below in conjunction with accompanying drawing, the present invention will be further described:

As shown in Figure 1-9, the underground pile connecting wall construction method is characterized in that: the steps include the following:

S1: leveling the field;

S2: There is a casing underneath;

S3: the pile driver is in place;

S4: Arrange jump hole construction according to the pile position, punch and excavate the mud retaining wall to the set depth,

S5: Clean up the sediment at the bottom of the hole and measure the mud concentration;

S6: Pour concrete in the lower reinforcement cage to complete a wall section of jump hole unit;

S7: Pile filling construction, mud retaining wall punching and digging into holes;

S8: Eliminate the soil on the two boundary walls to form grooves, the high-pressure nozzle moves up and down along the guide rod, and the water slurry punches to clean the joints of the two boundary walls;

S9: Clean up the sediment at the bottom of the hole and measure the mud concentration;

S10: The reinforcement cage is set up and the concrete is poured into the wall.

In the step S4, the pile driver is started to jump the hole according to the pile positions, and the mud protection wall mechanical punching head is used to punch down the guiding telescopic rod.

In the step S5, the sediment at the bottom of the hole is cleaned, the mud concentration is measured, and the specific gravity of the mud is controlled between 1.15 and 1.20.

In the step S7, the displacement of the pile driver is carried out sequentially, and the construction is carried out step by step according to the above steps. , Dig into a groove to the level of the bottom of the wall.

In the step S8, the soil of the two boundary walls is removed to form grooves, the high-pressure pump is started, the transportation pipeline is moved up and down along the guide rod, the water slurry is punched to clean the joints of the two boundary walls, and the solidity of the connection between the walls is increased to achieve the goal of construction. Quality requirements.

A wall-forming device belonging to the construction method of underground piles connecting walls, characterized in that it includes a pile driver, the pile driver is connected to a directional telescopic guide rod 1, a bucket body 2 is arranged below the directional telescopic guide rod, and the bucket body Oil cylinders 3 are arranged on both sides, and the lower end of the oil cylinder is provided with a punching and digging head 4, and the punching and digging head is hinged on the bucket body, and the oil cylinder drives the punching and digging head to open or close. There are bucket teeth 6.

The oil cylinder is controlled by a hydraulic device.

Orientation telescopic guide rod 1 lifts along well support 5 slideways under the effect of hoist wire rope.

One end of the punching and digging head is fixed on the bucket body through a pin shaft, and the other end of the punching and digging head is connected with the oil cylinder.

The bucket body is connected with the bushing of the directional telescopic guide rod.

The pile driver is provided with an electromagnetic force coil follower 7, which is used for retracting a high-pressure pipe 9, and the high-pressure pipe is connected to an oil cylinder and a high-pressure nozzle.

The coiled pipe slides through the top pulley 8 of the well support.

Embodiment one:

Through the construction method of underground pile connection wall, this construction technology is applied to the underground pile connection wall, in conjunction with Figure 2-4, described steps include as follows:

S1: Leveling the site;

S2: Underneath the casing;

S3: the pile driver is in place;

S4: Start the pile driver to jump the piles in sequence and align them with the pile positions, use the mud retaining head to dig down under the action of the guide rod and the main engine, and use the punching head to grab the soil, debris and stones from the groove and take them out of the ground , carry out step by step according to the above steps, punching and digging the groove to the level of the bottom of the wall, forming a jumping grid unit groove (as shown in Figure 2);

S5: Clean up the sediment at the bottom of the hole, measure the mud concentration,

S6: Pour concrete in the lower reinforcement cage to complete a unit jump hole (jump grid) wall section;

S7: Jump repair construction in sequence, aim the pile driver at the pile site, use the mud retaining wall punching head to dig down under the action of the guide rod and the main engine, grab the soil, slag and rocks from the groove and take them out of the ground, press The above steps are carried out step by step, and the groove is excavated to the level of the bottom of the wall to form a repair hole unit groove (as shown in Figure 3);

S8: The high-pressure spray head moves up and down along the guide rod, and the water slurry is punched to clean the joints of the two boundary walls;

S9: Clean up the sediment at the bottom of the hole and measure the mud concentration;

S10: Set up a reinforcement cage and pour concrete into the wall (as shown in Figure 4).

Embodiment two:

In conjunction with accompanying drawing 5-7, by the method of the present invention, be used for construction underground pile connecting wall, described steps are as follows:

S1: Leveling the site;

S2: Underneath the casing;

S3: the pile driver is in place;

S4: Arrange jump hole construction according to the pile position, punch and excavate the mud retaining wall to the set depth,

S5: Clean up the sediment at the bottom of the hole and measure the mud concentration;

S6: Concrete is poured with reinforcement cages to complete a jump hole unit wall section;

S7: Pile filling construction, mud retaining wall punching and digging into holes;

S8: Eliminate the soil on the two boundary walls to form grooves, the high-pressure nozzle moves up and down along the guide rod, and the water slurry punches to clean the joints of the two boundary walls;

S9: Clean up the sediment at the bottom of the hole and measure the mud concentration;

S10: The reinforcement cage is set up and the concrete is poured into the wall.

The above description is only a specific embodiment of the present invention, but the scope of protection of the invention is not limited thereto. Any changes or substitutions that can be easily imagined by those skilled in the art within the technical scope disclosed in the present invention shall be covered. within the protection scope of the invention.

Claims (10)

1. The underground pile connecting wall construction method is characterized in that: the steps include as follows: S1: leveling the field; S2: There is a casing underneath; S3: the pile driver is in place; S4: Arrange the jump hole construction according to the pile position, and punch and excavate the mud retaining wall to the set depth; S5: Clean up the sediment at the bottom of the hole and measure the mud concentration; S6: Concrete is poured with a reinforcing cage to complete a wall section of a jump hole unit; S7: Pile filling construction, mud retaining wall punching and digging to the set depth; S8: Eliminate the soil on the two boundary walls to form grooves, the high-pressure nozzle moves up and down along the guide rod, and the water slurry punches to clean the joints of the two boundary walls; S9: Clean up the sediment at the bottom of the hole and measure the mud concentration; S10: The reinforcement cage is set up and the concrete is poured into the wall. 2. The construction method of underground piles and walls according to claim 1, characterized in that: said step S4 starts the pile machine to arrange the piles to skip the hole construction, and utilizes the mud wall mechanical punching and digging head to extend the guide telescopic rod to punch and dig downwards . 3. The construction method of underground piles and walls according to claim 1, characterized in that: in the step S5, the sediment at the bottom of the hole is cleaned, the mud concentration is measured, and the specific gravity of the mud is controlled between 1.15 and 1.20. 4. The construction method of underground piles and walls according to claim 1, characterized in that: in the step S7, the displacement of the pile driver is carried out sequentially, and the construction is carried out sequentially, and the mud retaining wall and the mechanical punching head are used to push down the telescopic rod. To dig, grab the soil, slag and stones from the groove and take them out of the ground, and proceed step by step according to the above steps, and dig into the groove to the level of the bottom of the wall. 5. The construction method of underground piles and walls according to claim 1, characterized in that: in the step S8, the soil of the two boundary walls is removed to form grooves, the high-pressure pump is started, the transportation pipeline, the high-pressure nozzle moves up and down along the guide bar, and the water Slurry punching cleans the joints of the two boundary walls, increases the solidity of the connection between the walls, and meets the construction quality requirements. 6. A wall-forming equipment belonging to the construction method of underground piles connecting walls, characterized in that: it includes a pile driver, the pile driver is connected to a directional telescopic guide rod, a bucket body is arranged below the directional telescopic guide rod, and the bucket body There are oil cylinders on both sides, the lower end of the oil cylinder is equipped with a punching and digging head, and the punching and digging head is hinged on the bucket body, and the oil cylinder drives the punching and digging head to open or close, and there is also a bucket under the bucket body tooth. 7. A kind of wall-forming equipment belonging to the construction method of underground piles connecting walls according to claim 6, characterized in that: the pile driver is provided with an electromagnetic force coil follower, and the electromagnetic force coil follower is used for The high-pressure pipe is retracted, and the high-pressure pipe is connected to the oil cylinder, and the coil pipe slides through the pulley on the top of the well support. 8. A wall-forming device belonging to the underground pile-to-wall construction method according to claim 6, characterized in that: the directional telescopic guide rod moves up and down along the well support slideway under the action of the hoist wire rope. 9. The wall-forming equipment belonging to the construction method of underground piles connecting walls according to claim 6, characterized in that: one end of the punching and digging grab head is fixed on the bucket body through a pin shaft, and the punching and digging grab The other end of the head is connected with the oil cylinder. 10. The wall-forming equipment belonging to the construction method of underground piles connecting walls according to claim 6, characterized in that: the bucket body is connected to the sleeve of the directional telescopic guide rod.