WO2021203679A1 - Slurry wall trenching comprehensive construction method for pipelines - Google Patents

Slurry wall trenching comprehensive construction method for pipelines Download PDF

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Publication number
WO2021203679A1
WO2021203679A1 PCT/CN2020/123776 CN2020123776W WO2021203679A1 WO 2021203679 A1 WO2021203679 A1 WO 2021203679A1 CN 2020123776 W CN2020123776 W CN 2020123776W WO 2021203679 A1 WO2021203679 A1 WO 2021203679A1
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WIPO (PCT)
Prior art keywords
pipeline
pipelines
trenching
construction method
bucket
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PCT/CN2020/123776
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French (fr)
Chinese (zh)
Inventor
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
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Publication of WO2021203679A1 publication Critical patent/WO2021203679A1/en

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Classifications

    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D17/00—Excavations; Bordering of excavations; Making embankments
    • E02D17/06—Foundation trenches ditches or narrow shafts
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
    • E02D5/18—Bulkheads or similar walls made solely of concrete in situ

Definitions

  • 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.
  • 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.
  • 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.
  • 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.
  • 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:
  • step S10 includes:
  • 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.
  • 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.
  • step S40 includes:
  • step S40 includes:
  • the bucket body 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.
  • the step of using the bucket to grab and lift the soil includes:
  • step S40 After the step S40:
  • step S50 includes:
  • step S50 After the step S50:
  • the cuttings are returned to the ground through mud circulation.
  • 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.
  • the present invention provides a comprehensive construction method for trenching underground continuous walls of pipelines.
  • 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.
  • the potential safety hazard is lower.
  • 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.
  • 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
  • step S40 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 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.
  • FIG. 1 it is a preferred embodiment provided by the present invention.
  • the comprehensive construction method for trenching the underground continuous wall of the pipeline 12 includes the following steps:
  • 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.
  • 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.
  • 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.
  • 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.
  • 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 potential safety hazard is lower.
  • 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.
  • step S10 includes:
  • 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.
  • 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.
  • a 1cm thick rubber protective tube 131 is sheathed on the outer circumference of three ⁇ 120mm 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
  • 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.
  • 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
  • the reinforcement is a single-layer steel mesh with a length of ⁇ 12mm and a length of 200mm.
  • 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.
  • 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.
  • 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.
  • step S40 includes:
  • the excavated trench sections need to be divided.
  • 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.
  • the grab bucket of the trough forming machine 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.
  • step S40 includes:
  • the bucket body 142 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.
  • 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.
  • the width of the pipeline area 13 given here is not greater than 1.9m.
  • 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.
  • 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.
  • the grab bucket is not disconnected and closed during the collision to accelerate the loosening speed of the soil.
  • the steps of using the bucket 141 to grab and lift the soil include:
  • step S50 includes:
  • the cuttings are returned to the ground through mud circulation.
  • 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.
  • 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.
  • 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.
  • the fish tail cage 161 is 3.3 m wide, and the fish head cage 162 is 3.2 m wide.
  • step S70 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;
  • 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;
  • two pipes 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.

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  • Engineering & Computer Science (AREA)
  • Mining & Mineral Resources (AREA)
  • Structural Engineering (AREA)
  • Life Sciences & Earth Sciences (AREA)
  • General Life Sciences & Earth Sciences (AREA)
  • Paleontology (AREA)
  • Civil Engineering (AREA)
  • General Engineering & Computer Science (AREA)
  • Bulkheads Adapted To Foundation Construction (AREA)

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

管线地下连续墙成槽综合施工方法Comprehensive construction method for trenching underground continuous wall of pipeline 技术领域Technical field
本发明专利涉及地下连续墙施工的技术领域，具体而言，涉及一种管线地下连续墙成槽综合施工方法。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.
背景技术Background technique
在城市中心区或老旧改造区施工地下连续墙时，往往遇到密集地下管线分布，需要进行大量的管线改迁，对于由于各种原因无法进行改迁改造的特殊管线，给地下连续墙施工带来了极大的困扰。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.
为解决地下管线穿越地下连续墙的成槽施工难题，常用的解决方法是，在地下管线所影响的区域以下一定范围施工高压旋喷桩，对管线下方位置进行局部加固处理。另外，还有通过在地连墙成槽抓斗上加装侧向斗齿来加宽抓斗宽度，使斗体竖直入槽并紧靠管线侧壁分次挖除管线正下方土体。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.
技术问题technical problem
但是，上述施工方法中，第一种方法存在墙体局部支护薄弱，开挖后可能存在渗漏安全隐患。第二种方法则直接影响抓斗能力，成槽速度慢，且改装费用高。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.
技术解决方案Technical solutions
本发明的目的在于提供一种管线地下连续墙成槽综合施工方法，旨在解决现有技术中，安全风险大的问题。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.
本发明是这样实现的，一种管线地下连续墙成槽综合施工方法，包括以下步骤：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，探明管线的位置，并进行加固保护；S10, find out the location of the pipeline, and strengthen and protect it;
S20，在槽孔顶部的两侧施工导墙；S20, construct guide walls on both sides of the top of the slot;
S30，在所述管线两侧抓土成槽；S30: Grab soil on both sides of the pipeline to form a groove;
S40，对所述管线正下方抓土成槽；S40: Grab soil directly under the pipeline to form a groove;
S50，对所述槽孔底部的岩层进行冲击成槽；S50, the rock formation at the bottom of the slot hole is impacted to form a slot;
S60，在所述槽孔内安放钢筋笼；S60, placing a steel cage in the slot;
S70，在所述槽孔内浇筑混凝土成槽。S70, pouring concrete into the slot to form a slot.
可选的，所述步骤S10包括：Optionally, the step S10 includes:
探明管线的位置；Identify the location of the pipeline;
在所述管线的***套保护皮管，并在四周焊接保护钢板，形成保护外壳，以对所述管线进行加固保护。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.
可选的，所述步骤S20包括：Optionally, the step S20 includes:
在槽孔顶部的两侧分别浇筑倒L型钢筋混凝土结构，形成所述导墙。An inverted L-shaped reinforced concrete structure is respectively poured on both sides of the top of the slot to form the guide wall.
可选的，所述步骤S40包括:Optionally, the step S40 includes:
在所述管线两侧的上部施工导向槽；Construct guiding grooves on the upper part of both sides of the pipeline;
导向槽施工完成后，在所述管线两侧的下部开挖至预设位置。After the construction of the guide groove is completed, the lower part of both sides of the pipeline is excavated to a preset position.
可选的，所述步骤S40包括：Optionally, the step S40 includes:
将挖斗和斗体下放至所述管线的一侧；Lower the bucket and bucket body to one side of the pipeline;
沿靠近所述管线的方向平移所述斗体，并撞碰所述管线正下方土体；Translate the bucket in the direction close to the pipeline and hit the soil directly under the pipeline;
使所述管线正下方的土体松散后，使用所述挖斗抓取土体并提起；After loosening the soil directly under the pipeline, use the bucket to grab the soil and lift it;
反复挖掘直至所述管线正下方可容纳所述挖斗和斗体后，将所述斗体平移至所述管线土体正下方，向下挖除剩余土体。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.
可选的，所述使用所述挖斗抓取土体并提起的步骤包括：Optionally, the step of using the bucket to grab and lift the soil includes:
使用所述挖斗抓取土体；Use the bucket to grab soil;
将所述斗体移至所述管线以外的位置，并缓慢提起。Move the bucket to a position outside the pipeline and lift it slowly.
可选的，所述步骤S40之后：Optionally, after the step S40:
在所述管线的两侧进行清底复抓。Perform bottom-clearing and re-grabbing on both sides of the pipeline.
可选的，所述步骤S50包括：Optionally, the step S50 includes:
对所述管线两侧的槽孔底部的岩层进行冲击成槽；Impact the rock formation at the bottom of the slots on both sides of the pipeline into slots;
对所述管线下方的槽孔底部的岩层进行冲击成槽。The rock formation at the bottom of the slot under the pipeline is impacted to form a slot.
可选的，所述步骤S50之后：Optionally, after the step S50:
将岩屑通过泥浆循环返回至地面。The cuttings are returned to the ground through mud circulation.
可选的，所述步骤S60包括：Optionally, the step S60 includes:
在所述槽孔的管线两侧分别下放鱼尾笼和鱼头笼，所述鱼尾笼具有凹三角封口筋，所述鱼头笼具有凸三角封口筋；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;
使所述鱼尾笼的凹三角封口筋和所述鱼头笼的凸三角封口筋咬合对接。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.
有益效果Beneficial effect
与现有技术相比，本发明提供的一种管线地下连续墙成槽综合施工方法，在进行地下连续墙成槽施工时，在不迁移管线及不改装现有机械设备的前提下，完成地连墙的成槽、下笼、灌注全过程施工，避免了改迁管线造成的工期延误及费用增加影响。相较于通过高压旋喷桩的施工方法而言，安全隐患更低，同时，无需对其他机械设备进行改装，也无需其他设备辅助，相较于传统的施工方法往往需要对地下连续墙成槽机设备进行改装，来达到在不改迁管线前提下成槽的目的方法，或是，采取下放侧向潜孔锤的方式取土成槽的方法，本发明实施例施工效率高，且综合成本低。解决了现有技术中，安全风险大的问题，同时还解决了施工效率低、综合成本高的问题。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.
附图说明Description of the drawings
图1是本发明提供的管线地下连续墙成槽综合施工方法的流程步骤示意图；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;
图2是本发明提供的管线地下连续墙成槽综合施工方法的导墙的结构示意图；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;
图3是本发明提供的管线地下连续墙成槽综合施工方法的管线的保护结构示意图；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;
图4是本发明提供的管线地下连续墙成槽综合施工方法的步骤S40的流程结构示意图；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;
图5是本发明一实施例提供的管线地下连续墙成槽综合施工方法在步骤S40中下入抓斗成槽的结构示意图；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;
图6是本发明另一实施例提供的管线地下连续墙成槽综合施工方法在步骤S40中下入抓斗成槽的结构示意图；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;
图7是本发明提供的管线地下连续墙成槽综合施工方法的冲击成槽的结构示意图；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;
图8是本发明提供的管线地下连续墙成槽综合施工方法的鱼尾笼和鱼头笼的结构示意图。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.
本发明的最佳实施方式The best mode of the present invention
为了使本发明的目的、技术方案及优点更加清楚明白，以下结合附图及实施例，对本发明进行进一步详细说明。应当理解，此处所描述的具体实施例仅仅用以解释本发明，并不用于限定本发明。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.
以下结合具体实施例对本发明的实现进行详细的描述。The implementation of the present invention will be described in detail below in conjunction with specific embodiments.
本实施例的附图中相同或相似的标号对应相同或相似的部件；在本发明的描述中，需要理解的是，若有术语“上”、“下”、“左”、“右”等指示的方位或位置关系为基于附图所示的方位或位置关系，仅是为了便于描述本发明和简化描述，而不是指示或暗示所指的装置或元件必须具有特定的方位、以特定的方位构造和操作，因此附图中描述位置关系的用语仅用于示例性说明，不能理解为对本专利的限制，对于本领域的普通技术人员而言，可以根据具体情况理解上述术语的具体含义。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.
本发明给出的管线12地下连续墙成槽综合施工方法，施工效率高、安全风险小且综合成本低。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.
参照图1所示，为本发明提供的较佳实施例。Referring to FIG. 1, it is a preferred embodiment provided by the present invention.
本发明实施例中，该管线12地下连续墙成槽综合施工方法，包括以下步骤：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，探明管线12的位置，并进行加固保护；管线12一般为电力线缆，当然，此处所说的管线12也可以是光纤线缆等结构，即破坏后难以修复的线缆，本发明并不作限制。并且，在探明管线12的位置后，为了便于后续的抓土成槽，需调整开挖的地下连续墙的幅宽，使管线12位置处于幅宽的中间位置，以满足两侧的抓土成槽施工。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，在槽孔顶部的两侧施工导墙11；即，在该地下连续墙的长度方向上的侧壁施工导墙11，以对槽孔顶部进行加固及抓斗入槽定位。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，在管线12两侧抓土成槽；抓土成槽，即，通过下入液压抓斗抓取土体成槽，直至预设位置。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，对管线12正下方抓土成槽；实现将地下连续墙上部的软土层土体全部挖出。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，对槽孔底部的岩层进行冲击成槽；即，对槽孔底部的硬岩土层进行冲击成槽，以得到连续的槽体，方便后续钢筋笼的下放。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，在槽孔内安放钢筋笼；S60, place a steel cage in the slot;
S70，在槽孔内浇筑混凝土成槽。S70, pour concrete into the slot to form a slot.
本实施例中，在进行地下连续墙成槽施工时，在不迁移管线12及不改装现有机械设备的前提下，完成地连墙的成槽、下笼、灌注全过程施工，避免了改迁管线12造成的工期延误及费用增加影响。相较于通过高压旋喷桩的施工方法而言，安全隐患更低，同时，无需对其他机械设备进行改装，也无需其他设备辅助，相较于传统的施工方法往往需要对地下连续墙成槽机设备进行改装，来达到在不改迁管线12前提下成槽的目的方法，或是，采取下放侧向潜孔锤的方式取土成槽的方法，本发明实施例施工效率高，且综合成本低。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.
请结合参阅图3，本发明一实施例中，步骤S10包括：Please refer to FIG. 3 in combination. In an embodiment of the present invention, step S10 includes:
探明管线12的位置；Detect the location of pipeline 12;
在管线12的***套保护皮管131，并在四周焊接保护钢板132，形成保护外壳，以对管线12进行加固保护。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.
具体的，采用人工方式对管线12周边进行局部开挖，开挖时缓慢作业，避免对线缆造成损伤。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.
在一实施例中，在3条Φ120mm的电缆外周套1cm厚胶皮保护皮管131，并在四周焊接厚2cm、长1.2m的保护钢板132，形成截面尺寸0.5m×0.5m正方形保护外壳，并且，为了有效避免焊接火星或焊接温度过高导致的管线12破坏，先焊接好侧面及底面的保护钢板132，成凹槽状，将管线12置入其中，再进行顶面的焊接。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.
请结合参阅图2，本发明一实施例中，步骤S20包括：Please refer to FIG. 2 in combination. In an embodiment of the present invention, step S20 includes:
在槽孔顶部的两侧分别浇筑倒L型钢筋混凝土结构，形成导墙11。An inverted L-shaped reinforced concrete structure is poured on both sides of the top of the slot to form a guide wall 11.
本实施例为现浇钢筋混凝土结构，混凝土标号C20，导墙11顶面和立面厚200mm，且分别设于槽孔的顶部和侧壁，配筋为Φ12mm长200mm单层钢筋网片。当然，在其他实施例中，该倒L型钢筋混凝土结构也可以为已经制作好的结构，直接将其搭设于槽孔顶部的两侧，并浇筑混凝土实现固定即可。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.
另外，在浇筑混凝土之前，将管线12的保护钢板132的两端伸入导墙11并锚固于导墙11内，以避免施工时机械碰撞产生位移而破坏管线12，然后浇筑导墙11混凝土，钢板与导墙11形成一个稳固的整体，进一步加强线缆的稳固保护。具体的，在本实施例中，将管线12保护钢板132的两端各伸入20cm锚固于导墙11内。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.
请结合参阅图4，本发明一实施例中，步骤S40包括:Please refer to FIG. 4 in combination. In an embodiment of the present invention, step S40 includes:
在管线12两侧的上部施工导向槽；Construct guiding grooves on the upper part of both sides of the pipeline 12;
导向槽施工完成后，在管线12两侧的下部开挖至预设位置。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.
在管线12两侧进行开挖之前，需要对开挖槽段进行划分，本实施例中，导墙11施工完成后对该地下连续墙进行三段划分，先对保护钢板132两侧增加20cm安全距离，形成C2开挖槽段，再向两边外扩2.8m形成C1、C3段开挖槽段，此处所说的C1、C3段即为管线12两侧，C2段为管线12的正下方，这样，在管线12两侧预留安全距离，以避免在开挖过程中触碰到管线12。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.
本实施例中，由于成槽机抓斗入槽时常有晃动，先采用小型挖掘机在非管线12位置槽段中开挖出深3m的导向槽（本工程导墙11深1.7m，实际向下挖土深度为1.3m），以确保抓斗按照计划位置准确入槽。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.
导向槽施工完成，抓斗入槽加速进行导向槽下方管线12两侧的土体开挖。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.
请结合参阅图4，本发明一实施例中，步骤S40包括：Please refer to FIG. 4 in combination. In an embodiment of the present invention, step S40 includes:
将挖斗141和斗体142下放至管线12的一侧；Lower the bucket 141 and the bucket body 142 to one side of the pipeline 12;
沿靠近管线12的方向平移斗体142，并撞碰管线12正下方土体；Translate the bucket body 142 in the direction close to the pipeline 12 and hit the soil directly under the pipeline 12;
使管线12正下方的土体松散后，使用挖斗141抓取土体并提起；After loosening the soil directly under the pipeline 12, use the bucket 141 to grab the soil and lift it;
反复挖掘直至管线12正下方可容纳挖斗141和斗体142后，将斗体142平移至管线12土体正下方，向下挖除剩余土体。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.
本实施例中，所给出的液压抓斗斗体142高7.72m、宽2.65m，抓斗中间钢丝绳143间距宽0.8m，挖斗141斗宽2.8m，请结合参阅图5，当管线区域13宽度过大时，可从管线12两边分别下入抓斗进行抓土成槽，此处所给出的管线区域13宽度不大于1.9m，请结合参阅图6，当管线区域13较小时，则可仅在一边下入抓斗进行抓土成槽，此处所给的管线区域13宽度不大于0.925m。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.
并且，承接上述，本实施例所给出的容纳挖斗141和斗体142的深度，为管线12正下方空间深度大于9m，这样，即可保证后续的挖掘不影响管线12。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.
此外，在平移斗体142碰撞管线12正下方土体的过程中，撞碰的同时不断开闭抓斗，以加快土体松散的速度。 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.
这样，使用挖斗141抓取土体并提起的步骤包括：In this way, the steps of using the bucket 141 to grab and lift the soil include:
使用挖斗141抓取土体；Use bucket 141 to grab soil;
将斗体142移至管线12以外的位置，并缓慢提起。Move the bucket 142 to a position outside the pipeline 12 and slowly lift it up.
为了避免抓斗触碰到管线12，需先进行平移，以防止抓斗出槽时碰撞损坏管线12。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.
另外，步骤S40之后：In addition, after step S40:
在管线12的两侧进行清底复抓。Perform bottom-clearing and re-grabbing on both sides of the pipeline 12.
由于抓斗侧向撞抓C2段土体会使管线12下方一部分土体掉落在相邻段，需再次对管线12两侧进行清底复抓，以减少孔底沉渣。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.
请结合参阅图7，本发明一实施例中，步骤S50包括：Please refer to FIG. 7 in combination. In an embodiment of the present invention, step S50 includes:
对管线12两侧的槽孔底部的岩层进行冲击成槽；Impact the rock formation at the bottom of the slots on both sides of the pipeline 12 into slots;
对管线12下方的槽孔底部的岩层进行冲击成槽。The rock formation at the bottom of the slot under the pipeline 12 is impacted to form a slot.
在对管线12两侧岩层进行冲击成槽时，需从远离管线12的一侧向靠近管线12的一侧冲击移动，这样，在管线12两侧冲击成槽完成后，管线12正下方的岩层也会完全凿除清理。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.
在对管线12下方岩层进行冲击成槽时，缓慢移动冲桩机15，将冲锤151移动至管线12一侧的下方位置；提升冲锤151时，与管线12保持高差控制不小于2m，冲击时，严格控制提升高度，并及时收绳，防止钢丝绳143过长甩碰管线12保护钢板132； 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;
最后，起锤时注意缓慢操作，避免因锤头碰撞管线12导致损坏情况的发生。Finally, pay attention to slow operation when lifting the hammer to avoid damage caused by the hammer head colliding with the pipeline 12.
具体的，先将冲锤151移出管线12一侧的下方位置，再缓慢起锤。Specifically, first move the hammer 151 out of the lower position on the side of the pipeline 12, and then slowly lift the hammer.
另外，步骤S50之后：In addition, after step S50:
将岩屑通过泥浆循环返回至地面。The cuttings are returned to the ground through mud circulation.
这样，以对地下连续墙的槽孔进行清理，方便后续钢筋笼的安放以及混凝土的浇筑，并提高该地下连续墙的墙体质量。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.
请结合参阅图8，本发明一实施例中，步骤S60包括：Please refer to FIG. 8, in an embodiment of the present invention, step S60 includes:
在槽孔的管线12两侧分别下放鱼尾笼161和鱼头笼162，鱼尾笼161具有凹三角封口筋，鱼头笼162具有凸三角封口筋；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;
使鱼尾笼161的凹三角封口筋和鱼头笼162的凸三角封口筋咬合对接。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.
由于受管线12横穿的影响，无法吊放一整体钢筋笼入槽，因此采用“一幅二笼”方案施工，鱼尾笼161的一侧为工字钢接头，另一侧为凹三角封口筋，鱼头笼162的一侧为工字钢接头，另一侧为凸三角封口筋。本实施例中，鱼尾笼161宽3.3m，鱼头笼162宽3.2m。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.
在具体施工过程中，将较长的鱼尾笼161先进行下放，再对鱼头笼162进行下放，将鱼头笼162整体下放至线缆以下且未抵达孔底的位置处，再缓慢摆动吊车大臂，向管线12方向水平移动鱼头笼162的笼体，一边平移一边下放，直至鱼头笼162下放到设计的孔底位置，并与鱼尾笼161完成嵌入式咬合对接。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.
本发明一实施例中，步骤S70中：In an embodiment of the present invention, in step S70:
地下连续墙混凝土浇灌采用履带吊配合混凝土导管完成，导管在第一次使用前先在地面进行水密封试验并完成拼接；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;
开始浇注时，先在导管内放置隔水球以便混凝土浇注时，能将管内泥浆从管底排出；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;
混凝土浇注保持连续均匀下料，砼面上升速度控制在4～5m/h，灌注过程中随时观察、测量混凝土面标高和导管的埋深；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;
对采用两根导管灌注的地下连续墙，应使用两根导管轮流进行混凝土浇筑，确保砼面均匀上升，以防止因砼面高差过大而产生夹层现象。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.
以上所述仅为本发明的较佳实施例而已，并不用以限制本发明，凡在本发明的精神和原则之内所作的任何修改、等同替换和改进等，均应包含在本发明的保护范围之内。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 (10)

  1. 一种管线地下连续墙成槽综合施工方法，其特征在于，包括以下步骤：A comprehensive construction method for trenching underground continuous walls of pipelines is characterized in that it comprises the following steps:
    S10，探明管线的位置，并进行加固保护；S10, find out the location of the pipeline, and strengthen and protect it;
    S20，在槽孔顶部的两侧施工导墙；S20, construct guide walls on both sides of the top of the slot;
    S30，在所述管线两侧抓土成槽；S30: Grab soil on both sides of the pipeline to form a groove;
    S40，对所述管线正下方抓土成槽；S40: Grab soil directly under the pipeline to form a groove;
    S50，对所述槽孔底部的岩层进行冲击成槽；S50, the rock formation at the bottom of the slot hole is impacted to form a slot;
    S60，在所述槽孔内安放钢筋笼；S60, placing a steel cage in the slot;
    S70，在所述槽孔内浇筑混凝土成槽。S70, pouring concrete into the slot to form a slot.
  2. 如权利要求1所述的一种管线地下连续墙成槽综合施工方法，其特征在于，所述步骤S10包括：A comprehensive construction method for trough formation of an underground continuous wall of pipelines according to claim 1, wherein said step S10 comprises:
    探明管线的位置；Identify the location of the pipeline;
    在所述管线的***套保护皮管，并在四周焊接保护钢板，形成保护外壳，以对所述管线进行加固保护。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.
  3. 如权利要求1所述的一种管线地下连续墙成槽综合施工方法，其特征在于，所述步骤S20包括：A comprehensive construction method for trenching underground continuous walls of pipelines according to claim 1, wherein said step S20 comprises:
    在槽孔顶部的两侧分别浇筑倒L型钢筋混凝土结构，形成所述导墙。An inverted L-shaped reinforced concrete structure is respectively poured on both sides of the top of the slot to form the guide wall.
  4. 如权利要求1至3任意一项所述的一种管线地下连续墙成槽综合施工方法，其特征在于，所述步骤S40包括: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:
    在所述管线两侧的上部施工导向槽；Construct guiding grooves on the upper part of both sides of the pipeline;
    导向槽施工完成后，在所述管线两侧的下部开挖至预设位置。After the construction of the guide groove is completed, the lower part of both sides of the pipeline is excavated to a preset position.
  5. 如权利要求1至3任意一项所述的一种管线地下连续墙成槽综合施工方法，其特征在于，所述步骤S40包括：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:
    将挖斗和斗体下放至所述管线的一侧；Lower the bucket and bucket body to one side of the pipeline;
    沿靠近所述管线的方向平移所述斗体，并撞碰所述管线正下方土体；Translate the bucket in the direction close to the pipeline and hit the soil directly under the pipeline;
    使所述管线正下方的土体松散后，使用所述挖斗抓取土体并提起；After loosening the soil directly under the pipeline, use the bucket to grab the soil and lift it;
    反复挖掘直至所述管线正下方可容纳所述挖斗和斗体后，将所述斗体平移至所述管线土体正下方，向下挖除剩余土体。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.
  6. 如权利要求5所述的一种管线地下连续墙成槽综合施工方法，其特征在于，所述使用所述挖斗抓取土体并提起的步骤包括：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:
    使用所述挖斗抓取土体；Use the bucket to grab soil;
    将所述斗体移至所述管线以外的位置，并缓慢提起。Move the bucket to a position outside the pipeline and lift it slowly.
  7. 如权利要求1至3任意一项所述的一种管线地下连续墙成槽综合施工方法，其特征在于，所述步骤S40之后：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:
    在所述管线的两侧进行清底复抓。Perform bottom-clearing and re-grabbing on both sides of the pipeline.
  8. 如权利要求1至3任意一项所述的一种管线地下连续墙成槽综合施工方法，其特征在于，所述步骤S50包括：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:
    对所述管线两侧的槽孔底部的岩层进行冲击成槽；Impact the rock formation at the bottom of the slots on both sides of the pipeline into slots;
    对所述管线下方的槽孔底部的岩层进行冲击成槽。The rock formation at the bottom of the slot under the pipeline is impacted to form a slot.
  9. 如权利要求1至3任意一项所述的一种管线地下连续墙成槽综合施工方法，其特征在于，所述步骤S50之后：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:
    将岩屑通过泥浆循环返回至地面。The cuttings are returned to the ground through mud circulation.
  10. 如权利要求1至3任意一项所述的一种管线地下连续墙成槽综合施工方法，其特征在于，所述步骤S60包括：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:
    在所述槽孔的管线两侧分别下放鱼尾笼和鱼头笼，所述鱼尾笼具有凹三角封口筋，所述鱼头笼具有凸三角封口筋；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;
    使所述鱼尾笼的凹三角封口筋和所述鱼头笼的凸三角封口筋咬合对接。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.
PCT/CN2020/123776 2020-04-10 2020-10-26 Slurry wall trenching comprehensive construction method for pipelines WO2021203679A1 (en)

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CN115198783A (en) * 2022-07-08 2022-10-18 中交第二航务工程局有限公司 Construction control method of partition chamber type diaphragm wall anchorage foundation

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