CN113174931A

CN113174931A - Underground continuous wall construction method based on in-situ pipeline protection

Info

Publication number: CN113174931A
Application number: CN202110485712.7A
Authority: CN
Inventors: 谢阿梅; 夏文宇; 何运涛; 陈昌平; 孔琪; 刘安
Original assignee: China Railway Sixth Group Co Ltd; Guangzhou Engineering Co Ltd of China Railway Sixth Group Co Ltd
Current assignee: China Railway Sixth Group Co Ltd; Guangzhou Engineering Co Ltd of China Railway Sixth Group Co Ltd
Priority date: 2021-04-30
Filing date: 2021-04-30
Publication date: 2021-07-27

Abstract

The invention relates to the technical field of building construction, and discloses an underground continuous wall construction method based on in-situ pipeline protection, which is used for improving the safety of an in-situ pipeline and the construction efficiency of an underground continuous wall in a pipeline area, and comprises the following steps: step one, determining an in-situ pipeline position, in-situ pipeline condition information and an in-situ pipeline protection area; determining guide wall excavation parameters and the area condition of the in-situ pipeline part; step three, in-situ pipeline supporting and guide wall groove excavation: performing guide ditch excavation and earthwork excavation, and supporting the excavated in-situ pipeline; step four, constructing a guide wall: carrying out template installation, concrete pouring and template removal on the guide wall after the guide wall tensile reinforcement structure object is installed; step five, constructing the underground diaphragm wall: dividing a groove section, grooving, punching, brushing a wall, cleaning the groove section, inspecting the groove section, cleaning the bottom, changing slurry, brushing the wall, hoisting the tensile steel bar structure object of the continuous wall of the groove section in sections, pouring wall concrete and processing steel beam plate joints.

Description

Underground continuous wall construction method based on in-situ pipeline protection

Technical Field

The invention relates to the technical field of building construction, in particular to an underground diaphragm wall construction method based on in-situ pipeline protection.

Background

The subway construction is usually carried out in the urban area, and more in-situ pipeline interference is inevitably encountered in the construction process, so that great inconvenience is brought to the construction of the underground diaphragm wall, and therefore, how to realize the effective construction of the underground diaphragm wall without damaging the in-situ pipeline becomes an important problem to be solved. At present, the construction method of the underground diaphragm wall for the pipeline area adopts a mode of temporarily displacing the pipeline to an enlarged road surface.

However, the construction method of the underground continuous wall in the pipeline area has the problems of pipeline relocation and modification, which takes long time, affects the construction progress and has potential safety hazards, thereby causing the safety of the in-situ pipeline and the construction efficiency of the underground continuous wall in the pipeline area to be low.

Disclosure of Invention

The invention provides an underground continuous wall construction method, device, equipment and storage medium based on in-situ pipeline protection, which are used for improving in-situ pipeline safety and construction efficiency of underground continuous walls in pipeline areas.

The invention provides an underground continuous wall construction method based on in-situ pipeline protection, which comprises the following steps:

step one, determining an in-situ pipeline position, in-situ pipeline condition information and an in-situ pipeline protection area: according to the in-situ pipeline position schematic diagram and the underground in-situ pipe group statistical table, carrying out in-situ pipeline position determination on a construction area to obtain a primary in-situ pipeline position, and sequentially carrying out excavation, in-situ pipeline condition checking and protection area determination on the primary in-situ pipeline position to obtain an in-situ pipeline part, in-situ pipeline condition information and an in-situ pipeline protection area, wherein the in-situ pipeline condition information comprises the elevation, the burial depth, the trend, the specification, the capacity, the purpose, the property and the integrity of an in-situ pipeline;

step two, determining guide wall excavation parameters and the area conditions of the in-situ pipeline part: according to the design drawing requirements and known point coordinates, measuring and lofting the in-situ pipeline part to obtain guide wall excavation parameters, and determining the area condition of the in-situ pipeline part according to the guide wall excavation parameters, wherein the guide wall excavation parameters comprise the excavation position and the excavation width of a guide wall;

step three, in-situ pipeline supporting and guide wall groove excavation: according to the in-situ pipeline condition information, the in-situ pipeline protection area and the guide wall excavation parameters, performing guide ditch excavation and earthwork excavation on the in-situ pipeline part to obtain an excavated in-situ pipeline and a guide wall groove, and supporting the excavated in-situ pipeline by adopting a steel beam and/or a steel sleeve according to the condition of the in-situ pipeline;

step four, constructing a guide wall: manufacturing a guide wall tensile reinforcement structure object, installing the guide wall tensile reinforcement structure object on the guide wall groove to obtain an installed guide wall, and sequentially carrying out template installation, concrete pouring and template removal on a side wall and a flange of the installed guide wall to obtain a final guide wall;

step five, constructing the underground diaphragm wall: the method comprises the steps of dividing a groove section of a final guide wall to obtain a unit groove section to be excavated, sequentially performing grooving treatment, punching treatment and wall brushing cleaning treatment on the unit groove section to be excavated to obtain a treated unit groove section, performing groove section inspection and bottom cleaning and slurry changing wall brushing on the treated unit groove section to obtain an underground continuous wall groove section, hoisting prefabricated groove section continuous wall tensile reinforcement structure objects into grooves of the underground continuous wall groove section in a segmented mode to obtain a hoisting groove section, performing wall concrete pouring on the hoisting groove section, and performing steel beam plate joint treatment on the hoisting groove section after wall concrete pouring to obtain the underground continuous wall, wherein the groove section continuous wall tensile reinforcement structure objects comprise first tensile reinforcement structure objects with the width of 2.7m and second tensile reinforcement structure objects with the width of 2.8 m.

Optionally, the supporting the excavated in-situ pipeline by using a steel beam and/or a steel casing according to the area condition includes:

when the area condition is that the in-situ pipeline is located in the construction area of the underground continuous wall, the excavated in-situ pipeline is supported through a steel beam and a steel sleeve;

when the area is in a state that the in-situ pipeline is located in the excavation area of the guide wall groove, the in-situ pipeline after excavation is suspended and supported through the steel beam;

and when the area condition is that the in-situ pipeline crosses the underground diaphragm wall construction area, supporting the excavated in-situ pipeline through plain concrete and a steel sleeve.

Optionally, the final guide wall is a reinforced concrete structure with a thickness of 20cm and a strength grade of C20;

the final guide wall had a top panel width of 1.2m, a bottom edge panel depth of 1.5m and a clear width of 820 mm.

Optionally, the side wall and the flange of the installed guide wall are sequentially subjected to template installation, concrete pouring and template removal to obtain a final guide wall, and the method includes the following steps:

arranging a wood wedge on a bottom foot part of a prefabricated template to obtain an arranged template;

installing the setting template at the positions of the side wall and the flange of the installed guide wall to obtain a primary installation template, and setting the primary installation template by using a timber support according to the design density to obtain a template to be poured;

carrying out concrete pouring on the template to be poured, and vibrating the concrete poured by the vibrating rod and a preset distance condition to obtain a concrete pouring structure, wherein the preset distance condition is that the distance between the vibrating rod and the supported in-situ pipeline is more than or equal to 50 cm;

and monitoring the concrete strength of the concrete pouring structure to obtain the monitored concrete strength, and dismantling the template on the concrete pouring structure when the monitored concrete strength reaches 75% of the designed strength to obtain the final guide wall.

Optionally, it is right treat to wait to excavate unit groove section and carry out fluting in proper order, the processing of punching a hole and brush wall cleaning process, obtain the unit groove section after handling, include:

sequentially carrying out slotting treatment and punching treatment on preset positions of the unit groove sections to be excavated according to the designed slotting width and punching width to obtain the slotting and punching unit groove sections, wherein the slotting width is the width of a grab bucket of a slotting machine, and the punching width is 0.4m smaller than the slotting width;

and brushing a wall on a lower side soil layer of the unit groove section of the slotted and punched hole to obtain a processed unit groove section, wherein the lower side soil layer is a soil layer on the lower side of the supported in-situ pipeline.

Optionally, the preset position of the unit groove section to be excavated is a position with a distance of 1m from the supported in-situ pipeline;

and when the preset positions of the cell groove sections to be excavated are subjected to slotting treatment and punching treatment in sequence according to the designed slotting width and punching width, the distance between the grab bucket of the slotting machine and the supported in-situ pipeline is more than or equal to 1 m.

Optionally, the performing, bottom cleaning, slurry changing and wall brushing on the processed unit groove section to obtain an underground continuous wall groove section includes:

detecting groove section detection parameters of the processed unit groove sections, wherein the groove section detection parameters comprise plane position deviation, groove section depth and groove section wall surface verticality of the processed unit groove sections;

according to the tank section inspection parameters, performing tank bottom soil residue sludge absorption and slurry exchange treatment on the treated unit tank sections to obtain slurry exchange unit tank sections;

and removing mud skins of the joints at the two ends of the slurry changing unit groove section to obtain the underground continuous wall groove section.

Optionally, the performing, according to the tank section inspection parameter, tank bottom soil and sludge suction and slurry changing treatment on the processed unit tank section to obtain a slurry changing unit tank section includes:

judging whether the groove section inspection parameters meet design inspection conditions or not;

if the tank section inspection parameters meet the design inspection conditions, at the end moment of the design time interval, absorbing and removing the sediment sludge at the bottom of the tank in the processed unit tank section in a slurry reverse circulation mode to obtain a bottom cleaning unit tank section;

and when the thickness of settled slag at the bottom of the bottom cleaning unit groove section is detected to be less than 10cm, slurry is changed for the bottom cleaning unit groove section through slurry meeting specified indexes to obtain a slurry changing unit groove section, the slurry surface in the slurry changing unit groove section is lower than the top surface of the final guide wall, and the distance between the slurry surface and the top surface is 30 cm.

Optionally, the prefabricated groove section continuous wall tensile reinforcement structure article is hoisted to the inslot of underground continuous wall groove section in sections, and a hoisting groove section is obtained, and the hoisting groove section comprises:

hoisting a first tensile steel bar structure object in prefabricated groove section continuous wall tensile steel bar structure objects to one side of an in-situ pipeline in the underground continuous wall groove section, wherein the first tensile steel bar structure object is provided with a crown beam-free embedded rib part with the width of 0.6m, and the distance between the first tensile steel bar structure object and the in-situ pipeline in the underground continuous wall groove section is 0.3 m;

hoisting a second tensile steel bar structure object in the prefabricated tensile steel bar structure objects of the groove section continuous wall to the other side of the in-situ pipeline in the groove section of the underground continuous wall to obtain a hoisting groove section, wherein the hoisted first tensile steel bar structure object and the hoisted second tensile steel bar structure object are combined into a whole, and the distance between the second tensile steel bar structure object and the in-situ pipeline in the groove section of the underground continuous wall is 0.3 m.

Optionally, it is right to hoist the groove section and carry out wall body concrete watering to carry out girder steel plate joint to the hoist groove section after the wall body concrete watering and handle, obtain underground continuous wall, include:

fixing the tensile steel bar structure object of the continuous wall of the groove section in the hoisting groove section through a sand bag and a joint box to obtain a fixed tensile steel bar structure object;

carrying out concrete pouring on the fixed tensile reinforcement structure object according to a designed pouring strategy within a designed time interval by using commodity concrete with designed strength and a guide pipe with the outer diameter of 300mm to obtain a hoisting groove section after the wall body concrete is poured, wherein the designed pouring strategy comprises that the pipe burying depth of the guide pipe is 2m-6.0m, the concrete surface height difference after the concrete is poured is less than or equal to 0.5m, and the concrete surface of the wall top surface after the concrete is poured is higher than the designed standard height by 0.3m-0.5 m;

weld the steel sheet that is 10mm with thickness and the steel sheet that is 12mm and assemble, obtain the girder steel board, through the girder steel board is right the joint of hoist and mount groove section after the wall body concrete watering welds, obtains underground continuous wall, wherein, the joint elevation of girder steel board aligns with the top surface plane of target groove section continuous wall tensile steel bar structure article, target groove section continuous wall tensile steel bar structure article does groove section continuous wall tensile steel bar structure article in the hoist and mount groove section after the wall body concrete watering.

According to the underground continuous wall construction method based on in-situ pipeline protection, provided by the invention, by determining the in-situ pipeline position, the in-situ pipeline condition information and the in-situ pipeline protection area, determining the guide wall excavation parameters and the area condition of the in-situ pipeline position, in-situ pipeline support and guide wall groove excavation, and the construction method of underground continuous wall construction, pipeline relocation does not exist, the safety influence on the in-situ pipeline caused in the construction process is prevented and reduced, the process is simple, safe and reliable, the operability is higher, and the safety of the in-situ pipeline and the construction efficiency of the underground continuous wall in the pipeline area are improved.

Drawings

FIG. 1 is a schematic flow chart of an embodiment of the underground diaphragm wall construction method based on in-situ pipeline protection.

Detailed Description

The following detailed description of embodiments of the invention refers to the accompanying drawings. It should be understood that the detailed description and specific examples, while indicating the present invention, are given by way of illustration and explanation only, not limitation.

Referring to fig. 1, fig. 1 is a schematic flow chart of an embodiment of the underground diaphragm wall construction method based on in-situ pipeline protection, and the method comprises the following steps:

101. determining an in-situ pipeline location, in-situ pipeline condition information, and in-situ pipeline protection zone: according to the in-situ pipeline position schematic diagram and the underground in-situ pipe group statistical table, in-situ pipeline position determination is carried out on the construction area to obtain a primary in-situ pipeline position, excavation, in-situ pipeline condition checking and protection area determination are sequentially carried out on the primary in-situ pipeline position to obtain an in-situ pipeline part, in-situ pipeline condition information and an in-situ pipeline protection area, wherein the in-situ pipeline condition information comprises the elevation, the burial depth, the trend, the specification, the capacity, the purpose, the property and the integrity of the in-situ pipeline.

To the design, the in-situ pipeline position schematic diagram and the underground normal position tube bank statistical table that the construction unit provided carry out research and analysis, obtain the in-situ pipeline condition of burying underground, the in-situ pipeline position of the construction area is tentatively planned according to the in-situ pipeline condition of burying underground, thereby obtain preliminary in-situ pipeline position, based on the mode that vertical excavation and horizontal excavation combine together, manual excavation is gone up on preliminary in-situ pipeline position, until the in-situ pipeline exposes outside the soil layer completely, and erect warning sign on the in-situ pipeline that exposes outside the soil layer completely, thereby obtain in-situ pipeline position, wherein, when carrying out the manual excavation operation on preliminary in-situ pipeline position, real-time supervision record soil layer change situation and soil water content change situation, conjecture the pipeline position according to soil layer change situation and soil water content change situation, for example: if the soil layer change condition and the soil water content change condition are that the soil is suddenly wet or partially overturned, the situation that the soil is suddenly wet or the certain range corresponding to the local overturning is probably caused by leakage of a water supply pipeline, and the certain range corresponding to the soil is suddenly wet or the local overturning is the position of an in-situ pipeline; if the soil layer change condition and the soil water content change condition are that the soil is suddenly dried, the heating pipeline possibly exists in a certain range corresponding to the sudden wetting or local slurry turning of the soil, and the certain range corresponding to the sudden drying of the soil is the position of the in-situ pipeline; if the soil layer change condition and the soil water content change condition are undisturbed soil, judging that no in-situ pipeline exists in a certain range corresponding to the undisturbed soil; if the soil layer change situation and the soil water content change situation are formed by backfilling or backfilling with other materials, the underground pipelines possibly exist in a corresponding certain range, and the corresponding certain range is the position of the in-situ pipeline.

The in-situ pipeline in the in-situ pipeline part comprises a communication pipeline and a communication cable arranged in the communication pipeline, the elevation and the burial depth of the in-situ pipeline in the in-situ pipeline part are measured, the trend, the specification, the capacity, the purpose, the property and the integrity of the in-situ pipeline are checked, and therefore the in-situ pipeline condition information is obtained. Establishing a fence in the area within 1 meter range on two sides of the communication pipeline and the facility outer edge, hanging a warning mark on the fence, and determining the area within 0.4 meter range on the pipe wall of the communication pipeline and two sides of the facility outer edge and the area within 1 meter to 6 meter range on the pipe wall of the communication pipeline and two sides of the facility outer edge as a safety control area so as to obtain an in-situ pipeline protection area.

102. Determining guide wall excavation parameters and the area condition of the in-situ pipeline part: according to the design drawing requirements and known point coordinates, measuring and lofting the in-situ pipeline part to obtain guide wall excavation parameters, and determining the area condition of the in-situ pipeline part according to the guide wall excavation parameters, wherein the guide wall excavation parameters comprise the excavation position and the excavation width of the guide wall.

The method comprises the steps of taking a coordinate point given by a design drawing of a design institute as a base point, introducing the base point and an elevation control pile into a construction site, and fixing and reserving the base point and the elevation control pile at a position which is not easy to roll so as to prepare for later paying-off and internal closed checking. And (3) regularly using the original coordinate points according to a designed time interval, and rechecking the fixed and reserved base points and the high-program control piles (corresponding to the fixed high-range points) to prevent the high-program control piles from sinking to cause deviation and ensure the accuracy of the introduced high-program control piles on site.

And calculating relation data between the in-situ pipeline coordinate point and the guide wall to be constructed according to the in-situ pipeline coordinate point given in the design drawing, measuring the axis and the inner edge of the guide wall to be constructed through a total station and a steel ruler, and calibrating a control line of the guide wall to be constructed on the flat ground where the in-situ pipeline position is located. And taking the fixed elevation point as a foundation, measuring the on-site ground elevation of the construction area, and measuring and controlling the pile top elevation of the construction area. And according to the design drawing requirements and the known point coordinates of the site, measuring and lofting the guide wall to be constructed at the in-situ pipeline part to obtain guide wall excavation parameters including the excavation position and the excavation width of the guide wall and the thickness and the external dimension of the underground continuous wall, and sprinkling a white lime line on the excavation position of the guide wall and the construction position of the underground continuous wall. In the embodiment, in order to ensure the inner clear dimension of the construction of the lining wall structure of the guide wall to be constructed, the axis of the guide wall to be constructed is expanded by 40mm towards the outer side of the pit.

And determining the position relation between the in-situ pipeline part and the underground continuous wall construction area and the excavation area of the guide wall groove according to the excavation position and the excavation width of the guide wall, thereby obtaining the area condition.

103. In-situ pipeline supporting and guide wall groove excavation: and according to the in-situ pipeline condition information, the in-situ pipeline protection area and the guide wall excavation parameters, performing guide ditch excavation and earthwork excavation on the in-situ pipeline part to obtain an excavated in-situ pipeline and a guide wall groove, and supporting the excavated in-situ pipeline by adopting a steel beam and/or a steel sleeve according to the area condition.

According to the trend in the in-situ pipeline condition information, in an in-situ pipeline protection area, according to guide wall excavation parameters, guide trench excavation and earthwork excavation are carried out along two sides of the in-situ pipeline part to obtain a guide wall groove of 0.3m and the in-situ pipeline after excavation, wherein manual excavation is adopted in the excavation process comprehensively, and medium sand with the thickness of 5cm is paved at the bottom of the guide wall groove after excavation; when the guide ditch excavation and the earthwork excavation are carried out, the guide wall groove in the in-situ pipeline protection area is excavated manually, and the concrete on the local pavement can be broken manually by adopting an air pick. And (3) supporting the excavated in-situ pipeline by using steel beams and/or steel sleeves according to the conditions of the areas.

Further, the supporting of the excavated in-situ pipeline by using the steel beam and/or the steel casing according to the area condition comprises:

when the area condition is that the in-situ pipeline is located in the underground continuous wall construction area, the excavated in-situ pipeline is supported through the steel beam and the steel sleeve;

when the area condition is that the in-situ pipeline is in the guide wall groove excavation area, the in-situ pipeline after excavation is suspended and supported through the steel beam;

When the area condition is that the in-situ pipeline crosses the underground diaphragm wall construction area, the excavated in-situ pipeline is supported through plain concrete and a steel sleeve, for example: when the area condition is that the in-situ pipeline crosses the underground continuous wall construction area, chiseling all plastic shells of the excavated in-situ pipeline, supporting the in-situ pipeline with the chiseled plastic shells through plain concrete and a steel sleeve with the outer diameter of 300mm, wherein the supported in-situ pipeline is erected in a guide wall groove (a guide wall body), 4 No. 16 steel beams are arranged at the steel sleeve of the steel sleeve, each steel beam is 1.5m long and inserted into a guide wall side wall soil layer corresponding to the guide wall groove, two No. 16 steel beams are erected right above the in-situ pipeline with the chiseled plastic shells, and the two No. 16 steel beams are suspended by adopting two steel wire ropes with the diameter of 20 mm.

104. And (3) constructing a guide wall: manufacturing a guide wall tensile reinforcement structure object, installing the guide wall tensile reinforcement structure object on a guide wall groove to obtain an installed guide wall, and sequentially carrying out template installation, concrete pouring and template removal on a side wall and a flange of the installed guide wall to obtain the final guide wall.

The method comprises the following steps of manufacturing a guide wall tensile reinforcement structure object according to a designed drawing, wherein the guide wall tensile reinforcement structure object can be a reinforcement cage, when the guide wall tensile reinforcement structure object is manufactured, the reinforcements of the same specification and different lengths are arranged in a comprehensive mode according to length collocation, the material breaking sequence of the reinforcements of the same specification and different lengths is that the length is longer and then shorter, the longer length is used for indicating that the length is greater than the preset length, and the shorter length is used for indicating that the length is smaller than or equal to the preset length, so that the effect of reducing loss is achieved; can mark size scale mark and set up the baffle that control disconnected material size was used on the workstation, carry out length measurement and disconnected material through workstation and baffle to the reinforcing bar of same specification, different length, the port face of the reinforcing bar after disconnected material must be the planomum.

The same longitudinal stressed joint between the reinforcing steel bars with the same specification and different lengths is a part with smaller stress, and the number of the joints is one; the joints of the rolled straight threaded joints between the reinforcing steel bars with the same specification and different lengths in the same member are staggered, the rolled straight threaded joints are arranged in a section from the center of any rolled straight threaded joint to the designed length, and the designed length is 35 times of the diameter of the reinforcing steel bar and is not less than 500 mm; the percentage of the cross section area of the stress rib with the joint to the total cross section area of the stress rib is less than or equal to 50 percent.

Through the ligature connected mode, carry out earlier fixed vertical reinforcing bar, ligature horizontal reinforcing bar again, installation horizontal cover muscle and install drag hook and cushion at last to leading wall tensile reinforcing bar structure article to install on leading the wall slot, obtain the wall of leading after the installation. And sequentially carrying out template installation, concrete pouring and template dismantling on the side wall and the flange of the installed guide wall to obtain the final guide wall.

Further, the final guide wall is a reinforced concrete structure with the thickness of 20cm and the strength grade of C20;

the final guide wall had a top panel width of 1.2m, a lower flange depth of 1.5m and a clear width of 820mm (each side of the final guide wall expanded outward by 10 mm).

Through the above-mentioned parameter of leading the wall finally, realized the effect that satisfies its stability and construction requirement.

Further, the aforesaid is to the side wall and the edge of a wing of the guide wall after the installation carry out template installation, concrete pouring and template demolishs in proper order, obtains finally to lead the wall, includes:

installing a setting template at the positions of the side wall and the flange of the installed guide wall to obtain a preliminary installation template, and setting wood braces of the preliminary installation template according to the design density to obtain a template to be poured;

carrying out concrete pouring on a template to be poured, and vibrating the concrete poured by the vibrating rod and a preset distance condition to obtain a concrete pouring structure, wherein the preset distance condition is that the distance between the vibrating rod and the supported in-situ pipeline is more than or equal to 50 cm;

monitoring the concrete strength of the concrete pouring structure to obtain the monitored concrete strength, and dismantling the template on the concrete pouring structure when the monitored concrete strength reaches 75% of the designed strength to obtain the final guide wall.

And (3) cleaning dirt and rust on the board surface of the prefabricated template, and painting the mold release agent on the cleaned template to obtain the painted template, namely the prefabricated template, wherein the painted mold release agent is thin and uniform and cannot be brushed, and the time for placing the prefabricated template is less than or equal to the designed placing time so as to prevent rain or dust from falling on the prefabricated template to influence the template removal. The wood wedge is arranged on the bottom foot part of a prefabricated template to obtain a set template, and when the set template is installed, the wood wedge is inserted into a soil layer to prevent the set template from lateral displacement.

The method comprises the steps of installing a setting template at the positions of a side wall and a flange of an installed guide wall to obtain a primary installation template, and carrying out transverse wood brace setting and longitudinal wood brace setting on the primary installation template according to design density to obtain an initial template so as to prevent the initial template from being distorted and deformed in the subsequent concrete pouring process of the initial template, thereby ensuring the flatness of the surface of the guide wall.

And measuring the control elevation of the guide wall to be constructed according to the known elevation point on the site, and carrying out controlled watering and wetting on the template to be poured and the concrete joint of the template to be poured to obtain a wet template so as to prevent water from being accumulated in the wet template. And detecting the entering concrete according to designed detection items to obtain the concrete meeting the requirements, wherein the detection items comprise slump, workability, leaving time, entering time, pouring time and pouring completion time of the concrete. Detecting whether the side surfaces of the wet templates are symmetrical, if so, pouring concrete between the wet templates to a control elevation through the concrete meeting the requirements, vibrating the concrete poured by the concrete through a vibrating rod and a preset distance condition to obtain a concrete pouring structure, wherein the preset distance condition is that the distance between the vibrating rod and a supported in-situ pipeline is more than or equal to 50cm, monitoring the protection condition of the supported in-situ pipeline in the pouring process, the protection condition comprises a damage condition, a damage condition and an integrity condition, if not, correcting the wet templates with asymmetric side surfaces to be symmetrical, pouring the concrete between the corrected wet templates to the control elevation through the concrete meeting the requirements, vibrating the concrete poured by the vibrating rod and a preset distance condition to obtain the concrete pouring structure, and the preset distance condition is that the distance between the vibrating rod and the supported in-situ pipeline is more than or equal to 50cm, and monitoring the protection condition of the in-situ pipeline after supporting in the pouring process, wherein the protection condition comprises a damage condition, a damage condition and an integrity condition so as to avoid the problem of integral deviation of the template caused by excessive pouring of concrete on one side.

Monitoring the concrete strength of the concrete pouring structure after the period of the pre-experiment to obtain the monitored concrete strength, judging whether the measured concrete strength reaches 75% of the designed strength, if so, dismantling the template on the concrete pouring structure, conducting guide wall construction on the concrete pouring structure after the template is dismantled, conducting earthwork backfilling on the concrete pouring structure after the support by using the constructed guide wall to obtain the final guide wall, wherein the protection of the in-situ pipeline after the support is required to be noticed when the template on the concrete pouring structure is dismantled, the in-situ pipeline after the support is forbidden to be trodden or collided, the condition of the in-situ pipeline after the support is immediately checked after the template on the concrete pouring structure is dismantled, and the in-situ pipeline after the support and the protective sleeve on the in-situ pipeline after the support are ensured not to be damaged.

105. Constructing the underground continuous wall: the method comprises the steps of dividing a groove section of a final guide wall to obtain a unit groove section to be excavated, sequentially performing grooving treatment, punching treatment and wall brushing cleaning treatment on the unit groove section to be excavated to obtain a treated unit groove section, performing groove section inspection and bottom cleaning and slurry changing to brush the wall of the treated unit groove section to obtain an underground continuous wall groove section, hoisting prefabricated groove section continuous wall tensile reinforcement structural objects into grooves of the underground continuous wall groove section in a segmented mode to obtain a hoisting groove section, performing wall concrete pouring on the hoisting groove section, and performing steel beam plate joint treatment on the hoisting groove section after wall concrete pouring to obtain the underground continuous wall, wherein the groove section continuous wall tensile reinforcement structural objects comprise first tensile reinforcement structural objects with the width of 2.7m and second tensile reinforcement structural objects with the width of 2.8 m.

The final guide wall can be divided into groove sections according to the width of the grab bucket of the grooving machine and the design length of the underground continuous wall, and unit groove sections to be excavated are obtained. The method comprises the steps of performing slotting treatment on a unit groove section to be excavated through a hydraulic groove wall excavator and a slotting machine to obtain an in-situ pipeline subjected to slotting treatment, performing punching treatment on the in-situ pipeline subjected to slotting treatment through a square hammer to obtain an in-situ pipeline subjected to punching treatment, and performing wall brushing cleaning treatment on the in-situ pipeline subjected to punching treatment through a wall brushing device to obtain a treated unit groove section.

And (3) according to the designed groove section inspection parameters, performing groove section inspection on the processed unit groove sections to obtain groove sections meeting the inspection requirements, and performing bottom cleaning, pulp changing and wall brushing on the groove sections meeting the inspection requirements to obtain the underground continuous wall groove sections.

Further, the aforesaid is waited to excavate the unit groove section and is carried out fluting processing, punching a hole processing and brush wall cleaning in proper order, obtains the unit groove section after handling, includes:

and brushing a wall on the lower side soil layer of the unit groove section subjected to grooving and punching to obtain the processed unit groove section, wherein the lower side soil layer is the soil layer on the lower side of the supported in-situ pipeline.

Further, the preset position of the unit groove section to be excavated is a position with a distance of 1m from the supported in-situ pipeline;

when the grooving treatment and the punching treatment are sequentially carried out on the preset positions of the groove sections of the units to be excavated according to the designed grooving width and the designed punching width, the distance between the grab bucket of the grooving machine and the supported in-situ pipeline is larger than or equal to 1 m.

For example, firstly, a grab bucket of a grooving machine is adopted, the width of the grab bucket of the grooving machine is 2.8m, the distance between the grab bucket of the grooving machine and a supported in-situ pipeline is greater than or equal to 1m, and the grooving width of the grooving machine is 2.8m, and a single hole on the left side of the supported in-situ pipeline in a groove section of a grooving unit to be excavated is dug, wherein when the grab bucket of the grooving machine is adopted for grooving, the grab bucket of the grooving machine is used for grooving in a state of balanced soil-eating resistance, so that the angle state of a groove hole of the grooving is ensured to be vertical, and the grooving can be realized by that bucket teeth on two sides of the grab bucket of the grooving machine are all eaten in solid soil, or bucket teeth on two sides of the grab bucket of the grooving machine are all fallen in a cavity; after the single-hole partition wall and the hole partition wall are dug to the designed depth, a plurality of buckets are dug in a sleeving manner along the length direction of the groove, so that the problem of flattening repair of concave and convex surfaces formed by different perpendicularity of grooving of the grab bucket of the grooving machine is solved, the transverse good linearity of the groove section of the unit to be dug is ensured, the situation that the grooving machine is contacted with a supported in-situ pipeline is avoided, and when the grab bucket of the grooving machine is dug in the sleeving manner along the length direction of the groove section of the unit to be dug, the grab bucket of the grooving machine is placed on the designed depth of the groove section of the unit to be dug to remove the sediment at the bottom of the groove;

punching within 1m of the left side of the in-situ pipeline (namely left side punching) supported in the unit groove section to be excavated with the punching width of 2.4m by using a square hammer, and after the left side punching is finished, punching the right side (which can be 1 m) of the in-situ pipeline supported in the unit groove section to be excavatedWithin the range; can not be constructed within 0.4m away from the supported in-situ pipeline), and then the unit groove section of the grooving and punching is obtained, the soil layer which is not excavated at the lower side of the unit groove section of the grooving and punching is brushed and cleaned through a steel wire rope and a wall brushing machine which are matched with a square hammer, and the verticality of the grooving of the unit groove section to be excavated is ensured, so that the processed unit groove section is obtained, the soil layer at the lower side is the soil layer at the lower side of the supported in-situ pipeline, and the contact of a grab bucket of the grooving machine to the supported in-situ pipeline can be effectively avoided. After the treated unit groove section is obtained, soil and mud generated by digging the groove are piled to be capable of accommodating 250m³Digging a soil collecting pit of the trench earthwork.

The operation of the slotter is as follows: firstly, the grab bucket of the grooving machine needs to be slowly lifted when entering and exiting a wall opening of a final guide wall, so that mud is prevented from lifting waves to influence the stability of soil layers below and behind the final guide wall, and the grab bucket of the grooving machine is prevented from contacting or colliding with a supported in-situ pipeline; secondly, when the grooving machine digs the groove, the steel cable suspending the grooving machine cannot be loosened, and the steel cable is kept in a vertical tensioning state; in the operation of digging grooves, attention is paid to the moving direction of a lateral inclined instrument placed in a groove section of a unit to be dug at any time, and vertical deviation is corrected in time; and fourthly, when the grooving of the unit groove section to be excavated is finished or the operation is suspended, the unit groove section to be excavated is the groove cutting machine to be withdrawn from the operation.

Further, the above-mentioned cell segment that carries out cell segment inspection and clear bottom and trade thick liquid brush wall to the unit cell segment after handling, obtains underground continuous wall cell segment, includes:

according to the tank section inspection parameters, carrying out soil residue and sludge absorption and slurry exchange treatment on the bottom of the tank on the treated unit tank section to obtain a slurry exchange unit tank section;

And actually measuring the positions of the two ends of the processed unit groove section by using the measuring hammer to obtain actually measured position lines of the two ends, actually measuring the framing lines of the two ends of the processed unit groove section to obtain framing lines of the two ends, and calculating the deviation between the actually measured position lines of the two ends and the framing lines of the two ends to obtain the plane position deviation. And respectively obtaining the left tank bottom depth, the middle tank bottom depth and the right tank bottom depth through the tank bottom depths corresponding to the left, middle and right positions preset in the unit tank section after the actual measurement processing of the measuring hammer, and calculating the average value of the left tank bottom depth, the middle tank bottom depth and the right tank bottom depth to obtain the tank section depth. Respectively scanning the wall surfaces of the cell walls at left, middle and right positions preset in the processed cell sections by an ultrasonic wall measuring instrument, recording the bottom-most protruding amount or the bottom-most recessed amount (by taking the guide wall surface as a scanning reference surface) corresponding to the three positions of the wall surfaces, acquiring the protruding amount or the bottom-most recessed amount corresponding to the three positions respectively, calculating the ratio of the protruding amount or the bottom-most recessed amount to the depth of the cell sections to acquire the wall surface verticality, calculating the ratio of the bottom-most protruding amount or the bottom-most recessed amount to the depth of the cell sections corresponding to each position to acquire the left position wall surface verticality, the middle position wall surface verticality and the right position wall surface verticality, calculating the average value of the left position wall surface verticality, the middle position wall surface verticality and the right position wall surface verticality to acquire the average verticality of the cell sections, wherein the cell section wall surface verticality can only include the wall surface verticality, the perpendicularity of the wall surface of the groove section can also include the perpendicularity of the wall surface and the average perpendicularity of the wall surface of the groove section.

Judging whether the test parameters of the tank section are met or not, designing test conditions (namely tank quality grade), if so, performing tank bottom soil and sludge absorption and slurry replacement treatment on the treated unit tank section by a precipitation method or a replacement method, wherein the specific execution process of the replacement method is as follows: and excavating the settled slag at the bottom of the processed unit groove section through the grab bucket of the grooving machine, and removing the small soil slag which cannot be excavated by the grab bucket of the grooving machine through manpower or other removing tools to obtain the unit groove section which is preliminarily removed.

An air lifter (hereinafter referred to as air lifter) with a Dg100 type suspended by a crane enters the unit tank section to be preliminarily cleared, trial excavation or trial suction is carried out at a position 1m-2m away from the tank bottom of the unit tank section to be preliminarily cleared through a mud suction pipe in the air lifter, compressed air is conveyed to the unit tank section to be preliminarily cleared through an air compressor in the air lifter when the trial excavation or trial suction meets the designed suction conditions, and soil and slag deposited at the tank bottom in the unit tank section to be preliminarily cleared are sucked and removed in a slurry reverse circulation method through the mud suction pipe in the air lifter from shallow to deep so that a horn mouth of the air lifter moves up and down and left and right at a position 0.5m away from the tank bottom in the whole length range of the unit tank section to be preliminarily cleared, thereby obtaining the bottom-clearing unit tank section.

And carrying out pulp changing treatment on the bottom cleaning unit groove section to obtain a pulp changing unit groove section. The wall brushing device in the self-made forced wall brushing machine is tightly attached to a joint of the slurry changing unit groove section in the wall brushing process through a steel wire rope hanging heavy hammer as a guide, the wall brushing effect is ensured, the inclined rib plate arrangement is carried out on the inner portion of the self-made forced wall brushing machine, so that in the process of placing the self-made forced wall brushing machine, the vertical force of slurry on the self-made forced wall brushing machine can be converted into a horizontal component, the self-made forced wall brushing machine is tightly attached to the joint of the slurry changing unit groove section, mud skins of the joints at two ends of the slurry changing unit groove section are removed through the self-made forced wall brushing machine tightly attached to the joint, and an underground continuous wall groove section is obtained until no attachment exists on the self-made forced wall brushing machine.

Further, the above-mentioned unit tank section after processing is carried out tank bottom soil sediment silt suction and trades thick liquid processing according to groove section inspection parameter, obtains trading thick liquid unit tank section, includes:

if the tank section inspection parameters meet the design inspection conditions, absorbing and removing the sediment sludge at the bottom of the tank in the processed unit tank section in a slurry reverse circulation mode at the end moment of the design time interval to obtain a bottom cleaning unit tank section;

and when the thickness of the sediment at the bottom of the bottom cleaning unit groove section is detected to be less than 10cm, slurry is changed for the bottom cleaning unit groove section through slurry meeting the specified index, so that a slurry changing unit groove section is obtained, the slurry surface in the slurry changing unit groove section is lower than the top surface of the final guide wall, and the distance between the slurry surface and the top surface is 30 cm.

Judging whether the design inspection conditions (namely the tank quality grade) are met with tank section inspection parameters or not, if so, absorbing and removing soil and slag sludge deposited at the bottom of the tank in the processed unit tank section in a slurry reverse circulation mode at the end moment of the design time period until an air lifter does not absorb the soil and slag after reciprocating movement at the bottom of the processed unit tank section to obtain a bottom cleaning unit tank section, stopping the movement of the air lifter when the thickness of settled slag at the bottom of the bottom cleaning unit tank section is detected to be less than 10cm, performing slurry change processing on the bottom cleaning unit tank section by using slurry meeting specified indexes, sampling the slurry at a plurality of positions at the bottom of the bottom cleaning unit tank section after the slurry change processing, testing the sampling to obtain slurry sampling test data at a plurality of positions until the slurry sampling test data at the plurality of positions all meet the specified indexes, and stopping the slurry changing treatment to obtain a slurry changing unit groove section, wherein the slurry surface in the slurry changing unit groove section is lower than the top surface of the final guide wall, and the distance between the slurry surface and the top surface is 30cm, so that the effect of balance control of the slurry absorbing amount of the absorbing and removing and the slurry supplementing amount of the slurry changing treatment is realized.

Further, the aforesaid will make in advance groove section continuous wall tensile steel bar structure article segmentation hoist to the inslot of underground continuous wall groove section, obtain the hoist and mount groove section, include:

hoisting a first tensile steel bar structure object in prefabricated groove section continuous wall tensile steel bar structure objects to one side of an in-situ pipeline in an underground continuous wall groove section, wherein the first tensile steel bar structure object is provided with a crown beam-free embedded rib part with the width of 0.6m, and the distance between the first tensile steel bar structure object and the in-situ pipeline in the underground continuous wall groove section is 0.3 m;

and hoisting a second tensile steel bar structure object in the prefabricated tensile steel bar structure object of the continuous wall of the groove section to the other side of the in-situ pipeline in the groove section of the underground continuous wall to obtain a hoisting groove section, wherein the hoisted first tensile steel bar structure object and the hoisted second tensile steel bar structure object are combined into a whole, and the distance between the second tensile steel bar structure object and the in-situ pipeline in the groove section of the underground continuous wall is 0.3 m.

Prefabricated groove section continuous wall tensile steel bar structure article: performing stretch bending tests on various steel bar welding joints according to the specification, and welding steel bars after test pieces are qualified; arranging various types of welded steel bars meeting the steel bar specification requirement according to a designed sample turning graph, wherein the welded steel bars are steel bars which are horizontal, vertical and have intervals meeting the interval specification requirement, and the test piece is tested; carrying out spot welding on welding reinforcing steel bars to obtain welded objects by carrying out spot welding on various types of tensile reinforcing steel bar structural objects, and constructing concrete guide pipe insertion channels of the welded objects through guide pipe guide reinforcing steel bars according to a designed sample turning pattern to obtain various types of groove section continuous wall tensile reinforcing steel bar structural objects, wherein the net inner size of the concrete guide pipe insertion channels is larger than 5cm of the outer diameter of a guide pipe, wherein the guide pipe guide reinforcing steel bars of the concrete guide pipe insertion channels must be firmly welded, the lap joint parts of the guide pipe guide reinforcing steel bars should be in smooth transition, and the occurrence of lap joint steps to clamp the guide pipe is prevented; the joint of the welded steel bar is welded firmly, and the size of the welded steel bar is required to be completely consistent with the design size; protective layer positioning steel plates are arranged on the soil facing surface and the excavation surface of the groove section continuous wall tensile reinforcement structure object, longitudinal bending-resistant trusses are arranged on various types of groove section continuous wall tensile reinforcement structure objects, and positioning diagonal draw bars are further arranged on the groove section continuous wall tensile reinforcement structure objects in corner shapes to prevent the groove section continuous wall tensile reinforcement structure objects from generating unrecoverable deformation in the hoisting process; the determination of the lifting point position of the tensile reinforced bar structure object of the groove section continuous wall and the safety of the lifting ring and the lifting appliance are designed and checked; for the vertical steel bars on the groove section continuous wall tensile steel bar structure object serving as the hanger rod component in the final hoisting ring, each intersection point (from top to bottom) of the horizontal steel bars which are firmly intersected with the vertical steel bars needs to be welded, so that the hoisting safety of the groove section continuous wall tensile steel bar structure object is ensured; welding reserved joint bars (or connectors) of the tensile reinforcement structure objects of the continuous wall at the groove section and pre-embedding iron pieces strictly according to design requirements and a sampling drawing, binding hard foam plastic plates, and ensuring that the positioning accuracy of the joint bars and the embedded pieces meets the specified requirements; the finished products of the groove section continuous wall tensile reinforcement structure objects must pass through the 'third inspection', then fill in 'hidden project acceptance report', ask the supervision unit to accept the certification, otherwise, the hoisting operation cannot be carried out.

And after the channel section continuous wall tensile reinforcement structure object is qualified by inspection and the channel section hole cleaning and slurry changing meet the requirements, the channel section continuous wall tensile reinforcement structure object is immediately hung, in order to prevent overlarge bending deformation when the channel section continuous wall tensile reinforcement structure object is lifted, a 160t belt crane and a 55t crawler crane are adopted for matching operation, a first tensile reinforcement structure object in the prefabricated channel section continuous wall tensile reinforcement structure object is hoisted to one side of an in-situ pipeline in the underground continuous wall channel section, and a second tensile reinforcement structure object in the prefabricated channel section continuous wall tensile reinforcement structure object is hoisted to the other side of the in-situ pipeline in the underground continuous wall channel section.

The hoisting point arrangement and hoisting mode of the groove section continuous wall tensile reinforcement structure object are used for preventing the deformation of the groove section continuous wall tensile reinforcement structure object caused by hoisting. The lower end of the tensile steel bar structure object of the groove section continuous wall cannot be dragged on the ground during hoisting so as to prevent the bending deformation of the steel bar at the lower end of the tensile steel bar structure object of the groove section continuous wall; dragging a rope system at the lower end of the tensile reinforced bar structure object of the groove section continuous wall and carrying out manual operation so as to prevent the tensile reinforced bar structure object of the groove section continuous wall from swinging in the air after being lifted; when hoisting the groove section continuous wall tensile reinforcement structure object, aligning the center of a hoisting point of the hoisting with the center of the groove section of the underground continuous wall groove section, accurately and vertically hoisting the groove section continuous wall tensile reinforcement structure object into the underground continuous wall groove section according to the aligned center of the hoisting point, and at the moment, paying attention to prevent the groove section continuous wall tensile reinforcement structure object from transversely swinging due to the swinging of a crane arm or other influences to cause the collapse of the groove wall; after the groove section continuous wall tensile reinforcement structure object is inserted into the groove section of the underground continuous wall, moving the groove section continuous wall tensile reinforcement structure object to be close to the lower part of an in-situ pipeline in the groove section of the underground continuous wall until a hanging rib is 0.3m away from the in-situ pipeline in the groove section of the underground continuous wall, checking whether the top end height of the hanging rib meets the design requirement, and then hanging and placing the groove section continuous wall tensile reinforcement structure object on a final guide wall by using channel steel; and (3) taking whole hoisting measures of the reinforcement cage: the longitudinal lifting truss, the transverse lifting truss and the lifting points are arranged on the groove section continuous wall tensile reinforced bar structure object, so that the groove section continuous wall tensile reinforced bar structure object has enough rigidity when lifted, and the groove section continuous wall tensile reinforced bar structure object is prevented from generating unrecoverable deformation.

Further, the aforesaid is carried out wall body concrete to hoist and mount groove section and is watered to carry out girder steel plate joint to the hoist and mount groove section after the wall body concrete waters and handle, obtain underground continuous wall, include:

the method comprises the following steps of pouring concrete on a fixed tensile reinforcement structure object according to a designed pouring strategy in a designed time interval by using commodity concrete with designed strength and a guide pipe with the outer diameter of 300mm to obtain a hoisting groove section after pouring the concrete of the wall body, wherein the designed pouring strategy comprises that the pipe burying depth of the guide pipe is 2m-6.0m, the height difference of a concrete surface after pouring is less than or equal to 0.5m, and the concrete surface of the wall top surface after pouring is 0.3m-0.5m higher than the designed standard height;

welding and assembling a steel plate with the thickness of 10mm and a steel plate with the thickness of 12mm to obtain a steel beam plate, and welding a joint of a hoisting groove section after wall body concrete pouring through the steel beam plate to obtain the underground continuous wall, wherein the joint elevation of the steel beam plate is aligned with the top surface plane of a target groove section continuous wall tensile reinforcement structure object, and the target groove section continuous wall tensile reinforcement structure object is a groove section continuous wall tensile reinforcement structure object in the hoisting groove section after wall body concrete pouring.

The method comprises the steps of carrying out concrete pouring on a fixed tensile reinforcement structure object according to a designed pouring strategy in a designed time interval through commodity concrete with designed strength and a guide pipe with the outer diameter of 300mm to obtain a hoisting groove section after wall concrete pouring, lifting and pulling the detachable guide pipe through a crawler crane, sampling and tamping the concrete block on site according to specified requirements, and carrying the concrete block which reaches the curing age to a test station for compression resistance and impermeability tests. In the design period, when concrete pouring is carried out on the fixed tensile steel bar structure object according to the design pouring strategy, discharging pouring can be carried out through the stirring vehicle, and concrete pouring can be carried out through the pump truck. Through the steel beam plate, weld the joint of the hoist and mount groove section after the wall body concrete waters, obtain underground continuous wall, realize underground continuous wall's joint and handle, strengthened underground continuous wall and connect the waterproof quality, can make underground continuous wall possess better atress performance, better waterproof performance's concrete structure to and realized that constructability improves, the construction machines are simple, the fast effect of construction cycle.

In this embodiment, the following specifications must also be followed:

firstly, the following regulations are strictly observed in the construction process

1) The construction is carried out strictly according to the pipeline protection scheme of the scheme, and effective protection measures are taken by combining the actual situation of the site.

2) Before effective protection measures are not taken, temporary roads cannot be arranged above the in-situ pipeline and facilities, and heavy vehicles such as heavy-duty vehicles, bulldozers and the like cannot stay and walk above the in-situ pipeline and facilities.

3) Before effective protection measures are not taken, other behaviors seriously damaging the safe operation of a communication pipe network (line) are forbidden.

4) After pipeline protection measures are taken, communication facilities and safety warning signs cannot be moved, covered, altered, dismantled and destroyed without authorization; when the backfilling is finished, a corresponding mark pile must be arranged.

Second, in-situ pipeline protection management measures

(1) The "move the soil" has to be strictly executed. Soil moving operations refer to moving soil (excavation, drilling, piling, jacking, etc.), grouting, blasting (vibration), precipitation, pipeline relocation, and other activities that may harm in situ pipeline facilities underground.

Before the project is started, a pipeline safety protection protocol is signed with property rights and management units such as communication, cable and other rail transit facility pipelines, and a dynamic soil linkage signing protocol is signed with a pipeline communication enterprise. The construction without signing the agreement is forbidden.

(2) When the position and direction of the underground in-situ pipeline found in the groove are not in accordance with the actual condition, the underground in-situ pipeline is required to be called a special meeting with the relevant units in time, and a special protection scheme is established.

(4) The mechanical operators must obey the commands of field managers, the operation is careful, the excavation action is not too large, the blind construction is prevented, and the traveling route of the construction machinery should avoid the marked underground pipeline position.

(5) When a common water supply, a common cable, a common communication pipeline (line) and the like encounter an obstacle, the obstacle is suddenly lifted or moves to a sudden left and a sudden right and is irregular in order to avoid the obstacle. Therefore, the constructor needs to keep alert all the time and cannot blindly think that the pipeline is the whole line according to the pipeline position and elevation of the in-situ pipeline found at a certain ditch.

In the embodiment, by determining the in-situ pipeline position, the in-situ pipeline condition information and the in-situ pipeline protection area, determining the guide wall excavation parameters and the area condition of the in-situ pipeline position, in-situ pipeline support, guide wall groove excavation and construction method of the underground continuous wall, the method has the advantages of no pipeline change, prevention and reduction of the safety influence on the in-situ pipeline in the construction process, simple process, safety, reliability and high operability, and improves the safety of the in-situ pipeline and the construction efficiency of the underground continuous wall in the pipeline area.

The above examples are only intended to illustrate the technical solution of the present invention, but not to limit it; although the present invention has been described in detail with reference to the foregoing embodiments, it will be understood by those of ordinary skill in the art that: the technical solutions described in the foregoing embodiments may still be modified, or some technical features may be equivalently replaced; and such modifications or substitutions do not depart from the spirit and scope of the corresponding technical solutions of the embodiments of the present invention.

Claims

1. The underground continuous wall construction method based on in-situ pipeline protection is characterized by comprising the following steps of:

2. The underground continuous wall construction method based on in-situ pipeline protection as claimed in claim 1, wherein the supporting of the excavated in-situ pipeline by using steel beams and/or steel casings according to the area conditions comprises:

3. The in-situ pipeline protection-based underground continuous wall construction method as claimed in claim 1, wherein the final guide wall is a reinforced concrete structure with a thickness of 20cm and a strength grade of C20;

4. The in-situ pipeline protection-based underground continuous wall construction method according to claim 1, wherein the step of sequentially carrying out template installation, concrete pouring and template removal on the side wall and the flange of the installed guide wall to obtain a final guide wall comprises the following steps:

5. The underground diaphragm wall construction method based on in-situ pipeline protection as claimed in claim 1, wherein the sequentially performing grooving treatment, punching treatment and wall brushing cleaning treatment on the unit groove section to be excavated to obtain the treated unit groove section comprises:

6. The underground continuous wall construction method based on in-situ pipeline protection as claimed in claim 5, wherein the preset position of the cell segment to be excavated is a position with a distance of 1m from the in-situ pipeline after being supported;

7. The underground continuous wall construction method based on in-situ pipeline protection as claimed in claim 1, wherein the step of performing section inspection and wall brushing for slurry removal and slurry replacement on the treated unit groove section to obtain the underground continuous wall groove section comprises the following steps:

8. The underground continuous wall construction method based on in-situ pipeline protection as claimed in claim 7, wherein the step of performing tank bottom soil and sludge suction and slurry replacement treatment on the treated unit tank section according to the tank section inspection parameters to obtain a slurry replacement unit tank section comprises:

9. The underground continuous wall construction method based on in-situ pipeline protection as claimed in claim 1, wherein the step of hoisting the prefabricated tensile reinforcement structure object of the continuous wall with the groove section into the groove of the continuous wall with the groove section in section to obtain a hoisting groove section comprises the following steps:

10. The in-situ pipeline protection-based underground continuous wall construction method according to any one of claims 1 to 9, wherein the wall concrete pouring is performed on the hoisting channel section, and the steel beam plate joint treatment is performed on the hoisting channel section after the wall concrete pouring to obtain the underground continuous wall, and the method comprises the following steps: