CN113216215A - Deep groove support reverse construction method in complex environment - Google Patents

Deep groove support reverse construction method in complex environment Download PDF

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Publication number
CN113216215A
CN113216215A CN202110606691.XA CN202110606691A CN113216215A CN 113216215 A CN113216215 A CN 113216215A CN 202110606691 A CN202110606691 A CN 202110606691A CN 113216215 A CN113216215 A CN 113216215A
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CN
China
Prior art keywords
deep groove
construction method
earthwork
excavated
concrete
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Pending
Application number
CN202110606691.XA
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Chinese (zh)
Inventor
李建新
董党
马勇举
来延龙
冯学良
曹武志
刘蔚萌
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Sinohydro Bureau 11 Co Ltd
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Sinohydro Bureau 11 Co Ltd
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Priority to CN202110606691.XA priority Critical patent/CN113216215A/en
Publication of CN113216215A publication Critical patent/CN113216215A/en
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    • EFIXED CONSTRUCTIONS
    • E02HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02DFOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D17/00Excavations; Bordering of excavations; Making embankments
    • E02D17/06Foundation trenches ditches or narrow shafts
    • E02D17/08Bordering or stiffening the sides of ditches trenches or narrow shafts for foundations
    • E02D17/083Shoring struts
    • EFIXED CONSTRUCTIONS
    • E02HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02DFOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D15/00Handling building or like materials for hydraulic engineering or foundations
    • EFIXED CONSTRUCTIONS
    • E02HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02DFOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D17/00Excavations; Bordering of excavations; Making embankments
    • E02D17/06Foundation trenches ditches or narrow shafts
    • E02D17/12Back-filling of foundation trenches or ditches

Abstract

The invention discloses a deep groove support reverse construction method in a complex environment, which comprises the following steps: firstly, measuring and setting out, and determining the axis of the pipeline and the structural side line; then arranging high-pressure jet grouting piles around the deep groove according to geological conditions and working conditions; after the construction of the jet grouting pile is completed, a water intercepting ditch is formed in the deep trench, and then protective railings are arranged around the ditch; excavating the upper earthwork of the deep groove, and applying a concrete supporting structure on the upper part of the excavated deep groove; after the upper concrete supporting structure is completely constructed and meets the strength requirement, excavating and supporting the lower earthwork of the deep groove, and repeating the upper procedure until the lower earthwork of the deep groove is constructed to the bottom of the deep groove; after the deep groove is constructed to the bottom of the deep groove, pouring a bottom plate at the bottom of the deep groove; and after the bottom plate is poured, the pipeline is installed, and the deep groove is backfilled. The method adopts a reverse construction method to carry out layered support on the deep groove from top to bottom, and the support effect is good.

Description

Deep groove support reverse construction method in complex environment
Technical Field
The invention relates to the technical field of engineering construction, in particular to a deep groove support reverse construction method in a complex environment.
Background
The deep groove supporting technology is widely applied in China, and large deformation and uneven settlement are often caused due to the diversity and complexity of geological conditions of various projects, the inaccuracy of complex pipelines and geological prospecting data of municipal projects and the like. The mixed layer of the sludge layer and the sand layer often generates quicksand and collapse, and the water seepage amount under the substrate is large; the saturated soil body is seriously liquefied in the process of road surface crushing and steel sheet pile construction, and the safety and normal use of buildings (structures), underground pipelines and other municipal facilities close to the periphery of a foundation pit are influenced. The engineering progress is severely restricted, and certain potential safety hazards are caused. The conventional support type adopted in the complex geological environment can not meet the deformation stability requirement of the structure.
Disclosure of Invention
In order to solve the technical problem, the invention provides a deep groove support reverse construction method in a complex environment.
The technical scheme for solving the technical problems is as follows: a deep groove support reverse construction method in a complex environment comprises the following steps:
s1: and (4) measuring and setting out, namely firstly establishing a coordinate control network, wherein the precision is in accordance with the requirement. Plane control: and (4) determining the axis of the pipeline according to a construction drawing strictly, and then putting out the pile site of the jet grouting pile and the excavation line of the foundation trench. Elevation control: in the elevation control of the vertical section of the pipe trench in construction, the base is adopted to arrange high-program control piles, the distance between the piles is controlled to be 10m, and the elevation is marked on the upper part of the pile.
S2, arranging high-pressure jet grouting piles around the deep grooves according to geological conditions and working conditions;
s3, forming a water intercepting ditch in the deep ditch after the construction of the jet grouting pile is finished; subsequently, guard rails are arranged around the grooves.
S4: excavating the upper earthwork of the deep groove, and applying a concrete supporting structure on the upper part of the excavated deep groove;
s5: after the upper concrete supporting structure is completely constructed and meets the strength requirement, excavating and supporting the lower earthwork of the deep groove, and repeating S2 until the construction is carried out to the bottom of the deep groove;
s6: after the deep groove is constructed to the bottom of the deep groove, pouring a bottom plate at the bottom of the deep groove;
s7: and after the bottom plate is poured, the pipeline is installed, and the deep groove is backfilled.
Furthermore, when the upper part of the deep groove is excavated, most earthwork of the deep groove is excavated by machinery, then the well wall is trimmed by a manual small appliance, when the lower part of the deep groove is excavated, a manual pneumatic tool is used for chiseling, and the residue soil is hoisted out of the deep groove by mechanical hoisting.
And further, immediately binding steel bars for each layer of excavation, assembling and reinforcing the steel bars through a steel die after the steel bars are bound and installed, reserving a pouring gate, pouring concrete into the pouring gate, plugging the reserved gate after the concrete is poured to a position above the reserved pouring gate, removing the template until the concrete meets the strength requirement, and excavating the earthwork of the second layer in the deep groove.
Furthermore, when the steel bars are installed, the section steel bars are reserved on the upper layer well body, and the lower section steel bars of the upper layer well body are welded with the steel bars of the lower layer well body.
Furthermore, when the earthwork is excavated, the excavation depth of the earthwork does not exceed the pouring depth of the earthwork.
Furthermore, the concrete supporting structure is provided with expansion joints with the width of 2cm-3cm every 9m-10 m.
Further, before the bottom plate is poured in the step S6, whether the bearing capacity reaches a design value is detected, and when the bearing capacity does not meet the design value, coarse sand gravel with the thickness of 500mm and the thickness of 1:1 is adopted for replacement and filling, and then concrete is poured.
The invention has the following beneficial effects: according to the deep groove support reverse construction method in the complex environment, the deep groove is layered and supported from top to bottom by adopting a reverse construction method, so that the lateral movement and surrounding ground surface settlement of the enclosure structure can be effectively controlled aiming at the complex geological environment, the uplift deformation resistance of a pit bottom can be increased, and the influence on surrounding buildings is small; meanwhile, the layered detection is realized through the layered construction of the reverse construction method, and then the manual detection and excavation are assisted, so that the accurate detection can be realized for complex underground pipelines and pipelines with deeper depth, the construction safety can be ensured to a greater extent, the damage to the pipelines in the construction is avoided, in addition, the deep trench excavation is assisted by grouting reinforcement and anti-seepage measures, the construction safety is effectively ensured, and the supporting effect is improved.
Drawings
FIG. 1 is a flow chart of the construction of the present invention;
fig. 2 is a schematic view of the layered excavation in the present invention.
Detailed Description
The principles and features of this invention are described below in conjunction with the following drawings, which are set forth by way of illustration only and are not intended to limit the scope of the invention.
As shown in fig. 1 to 2, a deep groove support reverse construction method in a complex environment comprises the following steps:
s1: and (4) measuring and setting out, namely firstly establishing a coordinate control network, wherein the precision is in accordance with the requirement. Plane control: and (4) determining the axis of the pipeline according to a construction drawing strictly, and then putting out the pile site of the jet grouting pile and the excavation line of the foundation trench. Elevation control: in the elevation control of the vertical section of the pipe trench in construction, the base is adopted to arrange high-program control piles, the distance between the piles is controlled to be 10m, and the elevation is marked on the upper part of the pile.
And S2, determining the geological condition and the working condition of the construction position, and arranging high-pressure jet grouting piles around the deep groove. The high-pressure jet grouting pile is used as a water stop pile, the pile diameter of the high-pressure jet grouting pile is 500mm, and the lap joint is 150 mm. The rotary jet grouting pile is constructed by adopting a single-pipe method, the cement strength is 42.5, the water cement ratio of cement paste is 1.0, the overlap length of the sectional lifting of the jet pipe is not less than 100mm, the pile position deviation is not more than 50mm, and the diameter of a formed hole and the length of the pile are not less than the design values. The requirement of the high-pressure rotary jet grouting pile on the grouting pressure reaches 20MPa, the lifting speed is 20cm/min, and the vertical deviation is not more than 1.0 percent.
S3: the deep trench is provided with a 30 cm-30 cm intercepting drain. Adopting common MU15 concrete, M10 cement mortar for masonry, adopting C15 concrete as a cushion layer, and preventing surface water from flowing into the groove; protective railings are arranged around the groove, the railings are fixed on the embedded iron plate, the height of each railing is 1.2m, and each vertical rod is arranged at every 1.5 m. The upright rods are made of phi 48-3.2 steel pipes, the handrails are made of phi 48 steel pipes, the middle parts of the handrails are provided with three horizontal connecting rods, and the materials are formed by welding phi 48 steel pipes and the upright rods. Priming with red lead anti-rust paint, and brushing finish paint. The guardrail must be strong, reliable, ensure personnel's safety.
And S4, excavating the upper earthwork of the deep groove, and constructing a concrete supporting structure on the upper part of the excavated deep groove. When the excavation is carried out, the excavation of the upper-layer earthwork part is carried out by adopting manual auxiliary mechanical operation, most earthwork of the deep groove is firstly excavated by using a machine, then the well wall is maintained by manually holding a small-sized tool, and the disturbance to the soil surface of the supporting structure rock is reduced as much as possible. In the work progress, according to concrete geological conditions and operating condition, the reasonable arrangement supports temporarily, guarantees the stability of soil layer, avoids causing the soil property to collapse and induces the incident. When the earthwork is excavated, the excavation depth of the earthwork is not more than the pouring depth of the earthwork, so that the earth pressure balance is kept, and the soil body collapse is prevented.
S5: and after the upper concrete supporting structure is constructed and meets the strength requirement, excavating and supporting the lower earthwork of the deep groove, and repeating S4 until the construction is carried out to the bottom of the deep groove. And the lower rock part is excavated by adopting a manual pneumatic tool, lifted to the wellhead surface by mechanical hoisting, and loaded to a slag yard. The excavation construction of the working well is reasonably carried out in cooperation with the reinforced concrete construction of the well wall, and the excavation of the lower soil body is carried out after the strength of the upper concrete meets the requirement.
S6: and pouring the wall body to the designed depth, wherein the bearing capacity of the bearing layer of the bottom plate reaches 100KPa of the design or replacing and filling coarse sand and gravels with the thickness of 500mm being 1:1, and meeting the bearing capacity requirement, so that the bottom plate C30 concrete can be poured.
When concrete supporting construction is carried out, steel bar binding is carried out immediately every layer of excavation, after steel bar binding installation is completed, steel dies are used for splicing and reinforcing and reserving a pouring gate, then concrete is poured into the pouring gate, after the concrete is poured to the position above the reserved pouring gate, the reserved gate is sealed, the template is removed until the concrete meets the strength requirement, and then the second layer of earthwork excavation in the deep groove is carried out. When the steel bars are installed, the section steel bars are reserved on the upper well body, the lower section steel bars of the upper well body are welded with the steel bars of the lower well body, and interval welding is adopted to ensure that the number of the welding joints of the same section is not more than 50%.
The concrete supporting structure is provided with expansion joints with the width of 2cm-3cm every 9m-10m, two sides are excavated simultaneously during the construction of the retaining wall without overexcavation, the front section of the concrete supporting structure is excavated by 4.5m, and the rear end of the concrete supporting structure is excavated by 4.5m after the construction. The stability of the soil body and the change of the underground water level need to be enhanced and observed in the construction process.
The above description is only for the purpose of illustrating the preferred embodiments of the present invention and is not to be construed as limiting the invention, and any modifications, equivalents, improvements and the like that fall within the spirit and principle of the present invention are intended to be included therein.

Claims (7)

1. A deep groove support reverse construction method in a complex environment is characterized by comprising the following steps:
s1: measuring and paying off, namely firstly establishing a coordinate control network, wherein the precision meets the design requirement; plane control: determining the axis of the pipeline according to a construction drawing strictly, and then putting out the pile site of the jet grouting pile and an excavation line of a foundation trench; elevation control: in the elevation control of the vertical section of the pipe trench in construction, a base is adopted to set high-program control piles, the distance between every two piles is controlled to be 10m, and the elevation is marked on the upper parts of the piles;
s2, arranging high-pressure jet grouting piles around the deep grooves according to geological conditions and working conditions;
s3, forming a water intercepting ditch in the deep ditch after the construction of the jet grouting pile is finished; then, arranging guard rails around the groove;
s4: excavating the upper earthwork of the deep groove, and applying a concrete supporting structure on the upper part of the excavated deep groove;
s5: after the upper concrete supporting structure is completely constructed and meets the strength requirement, excavating and supporting the lower earthwork of the deep groove, and repeating S2 until the construction is carried out to the bottom of the deep groove;
s6: after the deep groove is constructed to the bottom of the deep groove, pouring a bottom plate at the bottom of the deep groove;
s7: and after the bottom plate is poured, the pipeline is installed, and the deep groove is backfilled.
2. The reverse construction method for the deep groove support in the complex environment as claimed in claim 1, wherein when the upper part of the deep groove is excavated, a large part of earthwork of the deep groove is excavated by a machine, then the wall of the well is trimmed by a small manual tool, when the lower part of the deep groove is excavated, the large part of earthwork is chiseled by a manual hand-held pneumatic tool, and the dregs are lifted out of the deep groove by a mechanical crane.
3. The reverse construction method of the deep groove support in the complex environment according to claim 2, characterized in that steel bars are bound at each excavated layer, after the steel bars are bound and installed, the steel dies are used for splicing and reinforcing the steel bars and reserving a pouring gate, then concrete is poured into the pouring gate, after the concrete is poured to the position above the reserved pouring gate, the reserved gate is sealed, the formwork is removed until the concrete meets the strength requirement, and then the second layer of earthwork in the deep groove is excavated.
4. The reverse construction method of the deep groove support in the complex environment as claimed in claim 3, wherein when the steel bars are installed, the section steel bars are reserved on the upper layer well body, and the lower section steel bars of the upper layer well body are welded with the steel bars of the lower layer well body.
5. The reverse construction method of the deep groove support in the complex environment according to any one of claims 1 to 3, wherein when earth is excavated, the excavation depth of the earth does not exceed the pouring depth of the earth.
6. The reverse construction method of the deep groove support in the complex environment as claimed in claim 3, wherein the concrete support structure is provided with expansion joints with the width of 2cm-3cm every 9m-10 m.
7. The deep groove support reverse construction method in the complex environment according to claim 5, wherein before the bottom plate is poured in the step S6, whether the bearing capacity reaches a designed value is detected, if not, 1:1 coarse sand gravel with the thickness of 500mm is adopted for replacement and filling, and then concrete is poured.
CN202110606691.XA 2021-05-31 2021-05-31 Deep groove support reverse construction method in complex environment Pending CN113216215A (en)

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Cited By (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN113944201A (en) * 2021-09-28 2022-01-18 中国港湾工程有限责任公司 Construction method for detecting underwater pipeline by using V-shaped exploration groove
CN116446407A (en) * 2023-05-15 2023-07-18 中国十七冶集团有限公司 Deep trench excavation construction method for river close to existing structure

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CN110306616A (en) * 2019-08-02 2019-10-08 中交上海航道局有限公司 A kind of construction method of sewage conduct
CN212027274U (en) * 2020-04-16 2020-11-27 中国建筑第二工程局有限公司 Shapping tool type anti-smashing shed for operation in groove of personnel
CN112064751A (en) * 2020-08-08 2020-12-11 上海静安市政工程有限公司 Deep groove construction method for drainage pipeline

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Cited By (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN113944201A (en) * 2021-09-28 2022-01-18 中国港湾工程有限责任公司 Construction method for detecting underwater pipeline by using V-shaped exploration groove
CN116446407A (en) * 2023-05-15 2023-07-18 中国十七冶集团有限公司 Deep trench excavation construction method for river close to existing structure

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