WO2021203679A1

WO2021203679A1 - Slurry wall trenching comprehensive construction method for pipelines

Info

Publication number: WO2021203679A1
Application number: PCT/CN2020/123776
Authority: WO
Inventors: 黄凯; 雷斌; 童心; 申小平; 侯雷; 李波; 吴增贵
Original assignee: 深圳市工勘岩土集团有限公司
Priority date: 2020-04-10
Filing date: 2020-10-26
Publication date: 2021-10-14
Also published as: CN111519637B; CN111519637A

Abstract

The present invention relates to the technical field of slurry wall construction. Disclosed is a slurry wall trenching comprehensive construction method for pipelines, comprising the following steps: S10, detecting positions of the pipelines, and performing reinforcement protection; S20, constructing guide walls on both sides of the top of a trench hole; S30, performing soil grabbing trenching on both sides of the pipelines; S40, performing soil grabbing trenching under the pipelines; S50, performing impact trenching on a rock stratum at the bottom of the trench hole; S60, placing a reinforcement cage into the trench hole; and S70, pouring concrete into the trench hole to form a trench. The slurry wall trenching comprehensive construction method for the pipelines provided in the technical solution of the present invention is high in construction efficiency, low in safety risk, and low in comprehensive costs.

Description

Comprehensive construction method for trenching underground continuous wall of pipeline

Technical field

The patent of the invention relates to the technical field of underground continuous wall construction, in particular, to a comprehensive construction method for trenching underground continuous walls of pipelines.

Background technique

When constructing underground diaphragm walls in urban central areas or old reconstruction areas, they often encounter dense underground pipelines, which require a large number of pipeline relocations. For special pipelines that cannot be relocated due to various reasons, underground diaphragm walls are constructed. Brought great distress.

In order to solve the construction problem of trough formation of underground pipelines passing through the diaphragm wall, the common solution is to construct high-pressure jet grouting piles in a certain range below the area affected by the underground pipelines, and perform local reinforcement treatment on the positions below the pipelines. In addition, the width of the grab bucket is widened by adding lateral bucket teeth to the grapple bucket forming a groove on the ground connecting wall, so that the bucket body is vertically inserted into the groove and close to the side wall of the pipeline to dig out the soil directly under the pipeline in stages.

technical problem

However, among the above-mentioned construction methods, the first method has weak local wall support, and there may be safety hazards of leakage after excavation. The second method directly affects the ability of the grab, the slot formation speed is slow, and the modification cost is high.

Technical solutions

The purpose of the present invention is to provide a comprehensive construction method for trenching underground continuous walls of pipelines, which aims to solve the problem of high safety risks in the prior art.

The present invention is realized in this way, a comprehensive construction method for forming trenches for underground continuous walls of pipelines, including the following steps:

S10, find out the location of the pipeline, and strengthen and protect it;

S20, construct guide walls on both sides of the top of the slot;

S30: Grab soil on both sides of the pipeline to form a groove;

S40: Grab soil directly under the pipeline to form a groove;

S50, the rock formation at the bottom of the slot hole is impacted to form a slot;

S60, placing a steel cage in the slot;

S70, pouring concrete into the slot to form a slot.

Optionally, the step S10 includes:

Identify the location of the pipeline;

A protective skin tube is sheathed on the periphery of the pipeline, and a protective steel plate is welded around to form a protective shell to strengthen and protect the pipeline.

Optionally, the step S20 includes:

An inverted L-shaped reinforced concrete structure is respectively poured on both sides of the top of the slot to form the guide wall.

Optionally, the step S40 includes:

Construct guiding grooves on the upper part of both sides of the pipeline;

After the construction of the guide groove is completed, the lower part of both sides of the pipeline is excavated to a preset position.

Optionally, the step S40 includes:

Lower the bucket and bucket body to one side of the pipeline;

Translate the bucket in the direction close to the pipeline and hit the soil directly under the pipeline;

After loosening the soil directly under the pipeline, use the bucket to grab the soil and lift it;

After repeated excavation until the bucket and bucket body can be accommodated directly under the pipeline, the bucket body is translated to directly below the pipeline soil body, and the remaining soil body is excavated downwards.

Optionally, the step of using the bucket to grab and lift the soil includes:

Use the bucket to grab soil;

Move the bucket to a position outside the pipeline and lift it slowly.

Optionally, after the step S40:

Perform bottom-clearing and re-grabbing on both sides of the pipeline.

Optionally, the step S50 includes:

Impact the rock formation at the bottom of the slots on both sides of the pipeline into slots;

The rock formation at the bottom of the slot under the pipeline is impacted to form a slot.

Optionally, after the step S50:

The cuttings are returned to the ground through mud circulation.

Optionally, the step S60 includes:

A fish tail cage and a fish head cage are respectively placed on both sides of the pipeline of the slot, the fish tail cage has concave triangular sealing ribs, and the fish head cage has convex triangular sealing ribs;

The concave triangular sealing rib of the fish tail cage and the convex triangular sealing rib of the fish head cage are occluded and butted.

Beneficial effect

Compared with the prior art, the present invention provides a comprehensive construction method for trenching underground continuous walls of pipelines. When the trenching construction of underground continuous walls is carried out, the underground continuous wall is not relocated and the existing mechanical equipment is not modified. The whole process of forming grooves, lowering cages, and pouring the connecting wall avoids the impact of delays and increased costs caused by the relocation of pipelines. Compared with the construction method of high-pressure jet grouting piles, the potential safety hazard is lower. At the same time, there is no need to modify other mechanical equipment and other equipment assistance. Compared with the traditional construction method, the underground continuous wall is often grooved. The machine and equipment are modified to achieve the purpose of forming grooves without changing the pipeline, or the method of taking soil to form the grooves by lowering the lateral down-the-hole hammer, the embodiment of the present invention has high construction efficiency and comprehensive cost Low. The problem of high safety risk in the prior art is solved, and the problems of low construction efficiency and high comprehensive cost are also solved.

Description of the drawings

Figure 1 is a schematic diagram of the process steps of the integrated construction method for trenching underground continuous walls of pipelines provided by the present invention;

Figure 2 is a structural schematic diagram of the guide wall of the comprehensive construction method for trenching underground continuous walls of pipelines provided by the present invention;

FIG. 3 is a schematic diagram of the protection structure of the pipeline in the comprehensive construction method of forming a groove for the underground continuous wall of the pipeline provided by the present invention;

4 is a schematic diagram of the process structure of step S40 of the integrated construction method for forming trenches for underground continuous walls of pipelines provided by the present invention;

FIG. 5 is a structural schematic diagram of the method for forming a groove in the underground continuous wall of a pipeline according to an embodiment of the present invention in step S40;

FIG. 6 is a schematic structural diagram of the method for forming a groove in the underground continuous wall of a pipeline according to another embodiment of the present invention in step S40;

FIG. 7 is a structural schematic diagram of the impact groove formation of the comprehensive construction method of the pipeline underground continuous wall groove formation method provided by the present invention;

Fig. 8 is a schematic diagram of the structure of the fish tail cage and the fish head cage of the integrated construction method for trough formation of the underground continuous wall of the pipeline provided by the present invention.

The best mode of the present invention

In order to make the objectives, technical solutions, and advantages of the present invention clearer, the following further describes the present invention in detail with reference to the accompanying drawings and embodiments. It should be understood that the specific embodiments described here are only used to explain the present invention, but not used to limit the present invention.

The implementation of the present invention will be described in detail below in conjunction with specific embodiments.

The same or similar reference numerals in the drawings of this embodiment correspond to the same or similar components; in the description of the present invention, it should be understood that if there are terms "upper", "lower", "left", "right", etc. The indicated orientation or positional relationship is based on the orientation or positional relationship shown in the drawings, and is only for the convenience of describing the present invention and simplifying the description, rather than indicating or implying that the pointed device or element must have a specific orientation or a specific orientation. The structure and operation, therefore, the terms describing the positional relationship in the drawings are only used for exemplary description, and cannot be understood as a limitation of the patent. For those of ordinary skill in the art, the specific meaning of the above terms can be understood according to the specific circumstances.

The comprehensive construction method for trough formation of the underground continuous wall of the pipeline 12 provided by the present invention has high construction efficiency, low safety risk and low comprehensive cost.

Referring to FIG. 1, it is a preferred embodiment provided by the present invention.

In the embodiment of the present invention, the comprehensive construction method for trenching the underground continuous wall of the pipeline 12 includes the following steps:

S10, the location of the pipeline 12 is ascertained and reinforced and protected; the pipeline 12 is generally a power cable, of course, the pipeline 12 mentioned here can also be a structure such as an optical fiber cable, that is, a cable that is difficult to repair after damage. It is not restricted. In addition, after the position of the pipeline 12 is ascertained, in order to facilitate the subsequent grabbing and forming of the trench, the width of the excavated diaphragm wall needs to be adjusted so that the pipeline 12 is positioned in the middle of the width to meet the requirements for grabbing soil on both sides. Construction into grooves.

S20, construct guide walls 11 on both sides of the top of the slot; that is, construct guide walls 11 on the side walls in the length direction of the underground continuous wall to reinforce the top of the slot and to locate the grab into the slot.

S30: Grab soil on both sides of the pipeline 12 to form a trough; grab the soil to form a trough, that is, pull the soil into a trough by lowering a hydraulic grab until the preset position.

S40: Grab soil directly under the pipeline 12 to form a trough; realize all the soft soil layer on the upper part of the underground continuous wall is dug out.

S50, the rock layer at the bottom of the slot hole is impacted to form a groove; that is, the hard rock and soil layer at the bottom of the slot hole is impacted to form a groove to obtain a continuous trough body to facilitate subsequent lowering of the steel cage.

S60, place a steel cage in the slot;

S70, pour concrete into the slot to form a slot.

In this embodiment, during the trough construction of the underground continuous wall, the entire process of trough formation, cage removal, and pouring of the ground continuous wall is completed without relocating the pipeline 12 and without modifying the existing mechanical equipment, which avoids modification. The construction period delay and cost increase caused by the relocation of pipeline 12. Compared with the construction method of high-pressure jet grouting piles, the potential safety hazard is lower. At the same time, there is no need to modify other mechanical equipment and other equipment assistance. Compared with the traditional construction method, the underground continuous wall is often grooved. The machine and equipment are refitted to achieve the purpose of forming grooves without relocating the pipeline 12, or the method of taking soil to form the grooves by lowering the lateral DTH hammer, the embodiment of the present invention has high construction efficiency and comprehensive low cost.

Please refer to FIG. 3 in combination. In an embodiment of the present invention, step S10 includes:

Detect the location of pipeline 12;

A protective skin tube 131 is sheathed on the periphery of the pipeline 12, and a protective steel plate 132 is welded around to form a protective shell to strengthen and protect the pipeline 12.

Specifically, a manual method is used to excavate the periphery of the pipeline 12 locally, and the excavation is performed slowly to avoid damage to the cable.

In one embodiment, a 1cm thick rubber protective tube 131 is sheathed on the outer circumference of three Φ120mm cables, and a protective steel plate 132 with a thickness of 2cm and a length of 1.2m is welded around to form a 0.5m×0.5m square protective shell, and In order to effectively avoid damage to the pipeline 12 caused by welding sparks or excessive welding temperature, the side and bottom protective steel plates 132 are welded into a groove shape, and the pipeline 12 is inserted into it, and then the top surface is welded.

Please refer to FIG. 2 in combination. In an embodiment of the present invention, step S20 includes:

An inverted L-shaped reinforced concrete structure is poured on both sides of the top of the slot to form a guide wall 11.

This embodiment is a cast-in-situ reinforced concrete structure, the concrete number is C20, the top surface and the vertical surface of the guide wall 11 are 200mm thick, and they are respectively arranged on the top and side walls of the slot, and the reinforcement is a single-layer steel mesh with a length of Φ12mm and a length of 200mm. Of course, in other embodiments, the inverted L-shaped reinforced concrete structure can also be a fabricated structure, and it can be directly placed on both sides of the top of the slot, and concrete can be poured to achieve fixation.

In addition, before pouring the concrete, the two ends of the protective steel plate 132 of the pipeline 12 are extended into the guide wall 11 and anchored in the guide wall 11 to avoid mechanical collision during construction and damage to the pipeline 12, and then the guide wall 11 concrete is poured. The steel plate and the guide wall 11 form a stable whole to further strengthen the stable protection of the cable. Specifically, in this embodiment, the two ends of the protective steel plate 132 of the pipeline 12 are each extended 20 cm into the guide wall 11 to be anchored.

Please refer to FIG. 4 in combination. In an embodiment of the present invention, step S40 includes:

Construct guiding grooves on the upper part of both sides of the pipeline 12;

After the construction of the guide groove is completed, the lower part on both sides of the pipeline 12 is excavated to the preset position.

Before the excavation on both sides of the pipeline 12, the excavated trench sections need to be divided. In this embodiment, the underground continuous wall is divided into three sections after the construction of the guide wall 11 is completed. C2 excavation trough section is formed, and then 2.8m is extended to both sides to form C1 and C3 excavation trough sections. The sections C1 and C3 mentioned here are both sides of pipeline 12, and section C2 is directly below pipeline 12. In this way, a safe distance is reserved on both sides of the pipeline 12 to avoid touching the pipeline 12 during the excavation process.

In this embodiment, since the grab bucket of the trough forming machine often shakes when entering the trough, first use a small excavator to excavate a guide trough with a depth of 3m in the trough section other than the 12 position of the pipeline (the guide wall 11 of this project is 1.7m deep, and the actual direction is The digging depth is 1.3m) to ensure that the grab bucket is accurately inserted into the trough according to the planned position.

The construction of the guide groove is completed, and the grab bucket enters the groove to accelerate the excavation of the soil on both sides of the pipeline 12 below the guide groove.

Lower the bucket 141 and the bucket body 142 to one side of the pipeline 12;

Translate the bucket body 142 in the direction close to the pipeline 12 and hit the soil directly under the pipeline 12;

After loosening the soil directly under the pipeline 12, use the bucket 141 to grab the soil and lift it;

After repeated excavation until the bucket 141 and the bucket body 142 can be accommodated directly under the pipeline 12, the bucket body 142 is translated to the soil directly below the pipeline 12, and the remaining soil is excavated downward.

In this embodiment, the hydraulic grab bucket body 142 is 7.72m high and 2.65m wide, the distance between the steel wire ropes 143 in the grab bucket is 0.8m wide, and the bucket 141 is 2.8m wide. Please refer to Figure 5 in combination. 13 When the width is too large, grab buckets can be lowered from both sides of the pipeline 12 to grab soil and form a trough. The width of the pipeline area 13 given here is not greater than 1.9m. Please refer to Figure 6 in combination. When the pipeline area 13 is small, then The grab bucket can only be lowered on one side to grab soil and form a trough. The width of the pipeline area 13 given here is not more than 0.925m.

In addition, following the above, the depth of the accommodating bucket 141 and the bucket body 142 given in this embodiment is that the depth of the space directly below the pipeline 12 is greater than 9 m, so that it can be ensured that subsequent excavation does not affect the pipeline 12.

In addition, when the translational bucket 142 collides with the soil directly below the pipeline 12, the grab bucket is not disconnected and closed during the collision to accelerate the loosening speed of the soil.

In this way, the steps of using the bucket 141 to grab and lift the soil include:

Use bucket 141 to grab soil;

Move the bucket 142 to a position outside the pipeline 12 and slowly lift it up.

In order to prevent the grab from touching the pipeline 12, it needs to be translated first to prevent collision and damage to the pipeline 12 when the grab exits the groove.

In addition, after step S40:

Perform bottom-clearing and re-grabbing on both sides of the pipeline 12.

Since the grab bucket laterally impacts and grabs the soil in section C2, a part of the soil below the pipeline 12 will fall to the adjacent section, and it is necessary to clear the bottom and re-grab both sides of the pipeline 12 again to reduce the sediment at the bottom of the hole.

Please refer to FIG. 7 in combination. In an embodiment of the present invention, step S50 includes:

Impact the rock formation at the bottom of the slots on both sides of the pipeline 12 into slots;

The rock formation at the bottom of the slot under the pipeline 12 is impacted to form a slot.

When impacting the rock formations on both sides of the pipeline 12 to form grooves, it is necessary to move from the side far away from the pipeline 12 to the side close to the pipeline 12, so that after the impact formation on both sides of the pipeline 12 is completed, the rock formations directly below the pipeline 12 It will also be completely removed and cleaned.

When impacting the rock formation below the pipeline 12 to form a groove, slowly move the pile driver 15 to move the hammer 151 to the lower position on the side of the pipeline 12; when lifting the hammer 151, keep the height difference with the pipeline 12 controlled not less than 2m, When impacting, strictly control the lifting height, and take the rope in time to prevent the wire rope 143 from being too long to hit the pipeline 12 to protect the steel plate 132;

Finally, pay attention to slow operation when lifting the hammer to avoid damage caused by the hammer head colliding with the pipeline 12.

Specifically, first move the hammer 151 out of the lower position on the side of the pipeline 12, and then slowly lift the hammer.

In addition, after step S50:

The cuttings are returned to the ground through mud circulation.

In this way, the slot holes of the underground continuous wall are cleaned to facilitate subsequent placement of the steel cage and concrete pouring, and to improve the wall quality of the underground continuous wall.

Please refer to FIG. 8, in an embodiment of the present invention, step S60 includes:

A fish tail cage 161 and a fish head cage 162 are respectively placed on both sides of the slotted pipeline 12, the fish tail cage 161 has concave triangular sealing ribs, and the fish head cage 162 has convex triangular sealing ribs;

The concave triangular sealing ribs of the fish tail cage 161 and the convex triangular sealing ribs of the fish head cage 162 are occluded and butted.

Due to the impact of the pipeline 12 crossing, it is impossible to lift a whole steel cage into the slot, so the "one frame and two cages" scheme is adopted for construction. One side of the fishtail cage 161 is an I-steel joint, and the other side is a concave triangle seal. The fish head cage 162 has an I-steel joint on one side, and a convex triangular sealing rib on the other side. In this embodiment, the fish tail cage 161 is 3.3 m wide, and the fish head cage 162 is 3.2 m wide.

In the specific construction process, lower the longer fish tail cage 161 first, then lower the fish head cage 162, lower the fish head cage 162 as a whole to the position below the cable and not reach the bottom of the hole, and then slowly swing The crane boom moves the cage body of the fish head cage 162 horizontally in the direction of the pipeline 12, and lowers it while moving until the fish head cage 162 is lowered to the designed hole bottom position, and completes the embedded bite butt connection with the fish tail cage 161.

In an embodiment of the present invention, in step S70:

The concrete pouring of the underground continuous wall is completed by using crawler cranes and concrete conduits, and the conduits are tested for water tightness on the ground and spliced before the first use;

When starting pouring, place a water-proof ball in the pipe so that the mud in the pipe can be discharged from the bottom of the pipe when the concrete is poured;

The concrete pouring is kept continuous and uniform, and the concrete surface rising speed is controlled at 4～5m/h. During the pouring process, observe and measure the concrete surface elevation and the buried depth of the pipe at any time;

For the underground continuous wall poured by two pipes, two pipes should be used for concrete pouring in turn to ensure that the concrete surface rises evenly to prevent the phenomenon of interlayer caused by the excessive height difference of the concrete surface.

The above descriptions are only the preferred embodiments of the present invention and are not intended to limit the present invention. Any modification, equivalent replacement and improvement made within the spirit and principle of the present invention shall be included in the protection of the present invention. Within range.

Claims

A comprehensive construction method for trenching underground continuous walls of pipelines is characterized in that it comprises the following steps:

S10, find out the location of the pipeline, and strengthen and protect it;

S20, construct guide walls on both sides of the top of the slot;

S30: Grab soil on both sides of the pipeline to form a groove;

S40: Grab soil directly under the pipeline to form a groove;

S50, the rock formation at the bottom of the slot hole is impacted to form a slot;

S60, placing a steel cage in the slot;

S70, pouring concrete into the slot to form a slot.
A comprehensive construction method for trough formation of an underground continuous wall of pipelines according to claim 1, wherein said step S10 comprises:

Identify the location of the pipeline;

A protective skin tube is sheathed on the periphery of the pipeline, and a protective steel plate is welded around to form a protective shell to strengthen and protect the pipeline.
A comprehensive construction method for trenching underground continuous walls of pipelines according to claim 1, wherein said step S20 comprises:

An inverted L-shaped reinforced concrete structure is respectively poured on both sides of the top of the slot to form the guide wall.
According to any one of claims 1 to 3, a comprehensive construction method for trenching underground continuous walls of pipelines, characterized in that, the step S40 includes:

Construct guiding grooves on the upper part of both sides of the pipeline;

After the construction of the guide groove is completed, the lower part of both sides of the pipeline is excavated to a preset position.
According to any one of claims 1 to 3, a comprehensive construction method for trenching underground continuous walls of pipelines, characterized in that, the step S40 comprises:

Lower the bucket and bucket body to one side of the pipeline;

Translate the bucket in the direction close to the pipeline and hit the soil directly under the pipeline;

After loosening the soil directly under the pipeline, use the bucket to grab the soil and lift it;

After repeated excavation until the bucket and bucket body can be accommodated directly under the pipeline, the bucket body is translated to directly below the pipeline soil body, and the remaining soil body is excavated downwards.
A comprehensive construction method for trenching underground continuous walls of pipelines according to claim 5, wherein the step of using the bucket to grab and lift the soil comprises:

Use the bucket to grab soil;

Move the bucket to a position outside the pipeline and lift it slowly.
A comprehensive construction method for trenching underground continuous walls of pipelines according to any one of claims 1 to 3, characterized in that, after the step S40:

Perform bottom-clearing and re-grabbing on both sides of the pipeline.
According to any one of claims 1 to 3, a comprehensive construction method for trenching underground continuous walls of pipelines, characterized in that, the step S50 comprises:

Impact the rock formation at the bottom of the slots on both sides of the pipeline into slots;

The rock formation at the bottom of the slot under the pipeline is impacted to form a slot.
According to any one of claims 1 to 3, a comprehensive construction method for trenching underground continuous walls of pipelines, characterized in that, after the step S50:

The cuttings are returned to the ground through mud circulation.
According to any one of claims 1 to 3, a comprehensive construction method for trenching underground continuous walls of pipelines, characterized in that, the step S60 comprises:

A fish tail cage and a fish head cage are respectively placed on both sides of the pipeline of the slot, the fish tail cage has concave triangular sealing ribs, and the fish head cage has convex triangular sealing ribs;

The concave triangular sealing rib of the fish tail cage and the convex triangular sealing rib of the fish head cage are occluded and butted.