CN104652418B - Diaphragm wall underground utilities position construction method - Google Patents

Diaphragm wall underground utilities position construction method Download PDF

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Publication number
CN104652418B
CN104652418B CN201410817815.9A CN201410817815A CN104652418B CN 104652418 B CN104652418 B CN 104652418B CN 201410817815 A CN201410817815 A CN 201410817815A CN 104652418 B CN104652418 B CN 104652418B
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CN
China
Prior art keywords
diaphragm
pipeline
construction
soil
pile
Prior art date
Application number
CN201410817815.9A
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Chinese (zh)
Other versions
CN104652418A (en
Inventor
何炳泉
丁昌银
柯德辉
莫劲
雷雄武
邱师亮
秦建新
蒋明曦
邱建涛
王志
高永辉
Original Assignee
广州机施建设集团有限公司
广州鑫桥建筑劳务有限公司
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Application filed by 广州机施建设集团有限公司, 广州鑫桥建筑劳务有限公司 filed Critical 广州机施建设集团有限公司
Priority to CN201410817815.9A priority Critical patent/CN104652418B/en
Publication of CN104652418A publication Critical patent/CN104652418A/en
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Publication of CN104652418B publication Critical patent/CN104652418B/en

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Classifications

    • EFIXED CONSTRUCTIONS
    • E02HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02DFOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D5/00Bulkheads, piles, or other structural elements specially adapted to foundation engineering
    • E02D5/18Bulkheads or similar walls made solely of concrete in situ
    • E02D5/187Bulkheads or similar walls made solely of concrete in situ the bulkheads or walls being made continuously, e.g. excavating and constructing bulkheads or walls in the same process, without joints
    • 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
    • E02D15/02Handling of bulk concrete specially for foundation or hydraulic engineering purposes

Abstract

Diaphragm wall underground utilities position construction method, comprises the steps: that step A, pipeline both sides in boundary of works area apply diaphragm wall, reserves the soil body between two diaphragm walls flutings at pipeline across the position of diaphragm wall;Step B, apply Guan Liang, Guan Liang at diaphragm wall top and be across the top of fluting;The Guan Liang top that step C, step B have been constructed sets up suspension apparatus, and the pipeline in boundary of works area is done suspension protection;Step D, being positioned at pipeline both sides the most tiltedly beat multiple high-pressure rotary jet grouting pile outside diaphragm wall, high-pressure rotary jet grouting pile is the most gradually towards the inclined downward of pipeline, high-pressure rotary jet grouting pile the multiple pile bodies formed are mutually lapped, and forms soil-baffling structure in the outside of fluting;Step E, draw the soil body excavating in groove, and on the diaphragm wall end face of the fluting both sides after excavation, reinforcing bar is installed, sets up template;Step F, concrete perfusion.The present invention is prevented from pipeline soil body landslide, infiltration, the phenomenon of drift sand occur, improves the safety of construction.

Description

Diaphragm wall underground utilities position construction method
Technical field
The present invention relates to continuous wall construction technique field, be specifically related to a kind of diaphragm wall underground utilities Position construction method.
Background technology
Underground subway station, when construction, needs to utilize diaphragm wall to be surrounded by boundary of works area and encloses to be formed Watch box, the most usually said construction of diaphragm wall, owing to underground subway station is typically Construct in the range of city, therefore, in work progress, be frequently encountered the pipeline being embedded in underground, Traditional way is to utilize secondary to cut the method changed, by all cities in boundary of works area before construction District's underground utilities and this go out, again pipeline cutting is changeed back after subway station main structure construction completes Coming, pipeline cutting changes time-consuming long, expensive, have impact on construction progress, considerably increases and be constructed into This.
In order to overcome the defect of traditional method, occur in that the side of reverse construction diaphragm wall at present Method, the diaphragm wall as disclosed in the patent documentation of Application No. 201310603008.2 meets underground The inverse construction method done of pipeline, it is the diaphragm wall segmentation of first construction pipeline both sides, then excavates The soil body in the range of pipeline, to the fluting concrete perfusion in the range of pipeline, by two diaphragm walls Segmentation connects, and by progressively excavating, the progressively mode of the solidifying soil of perfusion rolling, by two diaphragm wall segmentations Connect, until diaphragm wall integral construction is complete.This contrary sequence method is in work progress, due to pipe Soil structures outside diaphragm wall is effectively protected by line part fluting, is easily caused the soil body and collapses Side, infiltration, the situation of drift sand, working security is relatively low.
Summary of the invention
For the deficiencies in the prior art, the purpose of the present invention is intended to provide a kind of diaphragm wall underground Pipeline position construction method, when construction, it is possible to prevent from occurring at pipeline soil body landslide, infiltration, The phenomenon of drift sand, improves the safety of construction.
For achieving the above object, the present invention adopts the following technical scheme that
Diaphragm wall underground utilities position construction method, comprises the steps:
Step A, pipeline both sides in boundary of works area apply diaphragm wall, at pipeline across continuously The soil body between two diaphragm wall flutings is reserved in the position of wall;
Step B, apply Guan Liang, Guan Liang at diaphragm wall top and be across the top of fluting;
The Guan Liang top that step C, step B have been constructed sets up suspension apparatus, to boundary of works area Interior pipeline does suspension protection;
Step D, outside diaphragm wall, it is positioned at pipeline both sides the most tiltedly beats multiple high-pressure rotary-spray Stake, high-pressure rotary jet grouting pile is the most gradually towards the inclined downward of pipeline, by high-pressure rotary jet grouting pile shape The multiple pile bodies become are mutually lapped, and form soil-baffling structure in the outside of fluting;
Step E, draw the soil body excavating in groove, and the diaphragm wall end of the fluting both sides after excavation Reinforcing bar is installed on face, sets up template;
Step F, concrete perfusion internal to the fluting installed at reinforcing bar, template, treat concrete After solidifying soil, at fluting, diaphragm wall is connected.
Suspension apparatus in step C is the Bailey bracket being overlapped on Guan Liang, and Bailey bracket is positioned at pipeline Surface, and the bearing of trend of Bailey bracket is consistent with pipeline bearing of trend, profit below Bailey bracket The gripper shoe of pipeline is lifted with rigid link suspention.
Draw in carrying out step E and excavate in groove before the soil body, make a call to a row at slotted section to declivity Grouting Pipe, Grouting Pipe the most gradually tilts outside diaphragm wall, utilizes Grouting Pipe in step Supporting construction is formed outside the soil-baffling structure structure that rapid D-shaped becomes.
The angle of inclination of Grouting Pipe is 60 degree.
In step E, template uses bearing diagonal mechanism to be supported.
In step D, multiple high-pressure rotary jet grouting piles are arranged in multiple rows of on diaphragm wall outboard tube line side limit, In the pile body formed by high-pressure rotary jet grouting pile, adjacent two pile bodies are mutually lapped, it is ensured that multiline pile body is formed The soil-baffling structure closed.
The angle of inclination of high-pressure rotary jet grouting pile is set to 9 degree.
Compared to prior art, there is advantages that
One, the present invention the most tiltedly beats high-pressure rotary jet grouting pile in pipeline both sides, at diaphragm wall slotted section Outside forms the soil-baffling structure that intersection is closed, and can keep away in the case of diaphragm wall cannot be closed Exempt from that soil body landslide, infiltration, the phenomenon of drift sand occur, it is ensured that the construction safety of earth excavation process Property;
Two, foundation ditch pipeline position need not carry out pipeline and moves and change, it is thus only necessary to does suspension protection, treats Main structure construction directly backfills after completing, and accelerates construction speed, decreases construction cost;
Accompanying drawing explanation
Fig. 1 is the top view that the present invention tiltedly beats Construction of High Pressure Jet Grouting Pile;
Fig. 2 is the A direction view of Fig. 1, and what Construction of High Pressure Jet Grouting Pile was tiltedly beaten in signal cuts open facade;
Fig. 3 be the present invention tiltedly beat Grouting Pipe cut open elevational view.
Detailed description of the invention
Below, in conjunction with accompanying drawing and detailed description of the invention, the present invention is described further:
The diaphragm wall underground utilities position construction method of the present invention, specifically includes following steps:
Step A, pipeline both sides in boundary of works area apply diaphragm wall, at pipeline across position The prefabricated fluting of diaphragm wall;It is concrete it may be that according to pipeline position, excavate diaphragm wall foundation trench, Foundation trench is excavated to pipeline position by both sides, and according to the width of line layout, reserved pipeline is across position The soil body put, at the end face embedded bar of diaphragm wall and plug into when continuous wall concrete structure applies Device;
Step B, apply Guan Liang, Guan Liang at diaphragm wall top and be across the top of fluting;
The Guan Liang top that step C, step B have been constructed sets up suspension apparatus, to boundary of works area Interior pipeline does suspension protection;Suspension apparatus is the Bailey bracket being overlapped on Guan Liang, Bailey bracket position In the surface of pipeline, and the bearing of trend of Bailey bracket is consistent with pipeline bearing of trend, Bailey bracket Lower section utilizes rigid link suspention to lift the gripper shoe of pipeline, utilizes Bailey bracket can carry out segmentation Assembly, reduces the difficulty of construction, certainly, in the case of execution conditions allow, it is also possible to adopt With other suspension apparatus, the pipeline in boundary of works area is done suspension protection, in a word, as long as guaranteeing Pipeline, when vacant state, is played support, and requires not affect subsequent construction by pipeline;
Step D, as shown in Figure 1, 2, is positioned at pipeline 20 both sides outside diaphragm wall 10 and divides Not beating multiple high-pressure rotary jet grouting pile 30 to declivity, high-pressure rotary jet grouting pile 30 is the most gradually towards pipe The inclined downward of line, high-pressure rotary jet grouting pile 30 the multiple pile bodies formed are mutually lapped, at fluting The outside of 11 forms soil-baffling structure;Above-mentioned multiple high-pressure rotary jet grouting piles 30 are outside diaphragm wall 10 Side pipe line side limit is arranged in multiple rows of, and in the pile body by high-pressure rotary jet grouting pile 30, adjacent two pile bodies are mutual Overlap joint, it is ensured that multiline pile body forms the soil-baffling structure closed;In the present invention, can be by high-pressure rotary-spray The angle of inclination of stake 30 is set to 9 degree, and the size being crisscross arranged according to high-pressure rotary jet grouting pile, Completely enclosed retaining wall is formed outside fluting 11;
Step E, draw the soil body excavating in groove, and the diaphragm wall end of the fluting both sides after excavation Reinforcing bar is installed on face, sets up template, in boundary of works area, use mechanical equivalent of light excavation without pipeline position, by Limited in fluting inside dimension, and it is easily caused soil body landslide, therefore, the soil body within fluting is adopted With manually drawing the mode dug, template uses bearing diagonal mechanism to be supported, can be above template Reserved concreting mouth;
Step F, concrete perfusion internal to the fluting installed at reinforcing bar, template, treat concrete After solidifying soil, at fluting, diaphragm wall is connected.
Arranging angle of inclination in view of pipeline both sides is 9 degree of high-pressure rotary jet grouting piles, and actual effect has can The requirement of poor closing can be extremely difficult to, particularly, see shown in Fig. 2, utilize high pressure The retaining wall that rotary churning pile is formed is " V "-shaped, so, in excavation fluting during the soil body, by There is breach in retaining wall mid portion, potential safety hazard may be there is, therefore, see Fig. 3 Shown in, in order to ensure the safety of the internal soil excavation of fluting, draw in carrying out step E and excavate In groove before the soil body, making a call to row's Grouting Pipe 40 at slotted section to declivity, Grouting Pipe 40 is by upper Gradually tilt outside diaphragm wall under to, utilize Grouting Pipe 40 to form supporting construction, this Protection structure is positioned at the indentation, there of above-mentioned " V " font retaining wall, so, internal at excavation fluting During the soil body, formed together with the supporting construction that the retaining wall that high-pressure rotary jet grouting pile is formed is formed with Grouting Pipe Protection structure, thus when further preventing excavation, there is landslide, infiltration, the showing of drift sand in the soil body As.It should be noted that the angle of inclination of above-mentioned Grouting Pipe can according to actual execution conditions, At construction, stratum condition is configured, and in general, the angle of inclination of Grouting Pipe is 60 degree and is Most preferably, i.e. the angle of Grouting Pipe and vertical direction is 60 degree.
It will be apparent to those skilled in the art that can technical scheme as described above and structure Think, make other various corresponding changes and deformation, and all these changes and deformation Within all should belonging to the protection domain of the claims in the present invention.

Claims (7)

1. diaphragm wall underground utilities position construction method, it is characterised in that comprise the steps:
Step A, pipeline both sides in boundary of works area apply diaphragm wall, reserve the soil body between two diaphragm walls flutings at pipeline across the position of diaphragm wall;
Step B, apply Guan Liang, Guan Liang at diaphragm wall top and be across the top of fluting;
The Guan Liang top that step C, step B have been constructed sets up suspension apparatus, and the pipeline in boundary of works area is done suspension protection;
Step D, being positioned at pipeline both sides the most tiltedly beat multiple high-pressure rotary jet grouting pile outside diaphragm wall, high-pressure rotary jet grouting pile is the most gradually towards the inclined downward of pipeline, high-pressure rotary jet grouting pile the multiple pile bodies formed are mutually lapped, and forms soil-baffling structure in the outside of fluting;
Step E, draw the soil body excavating in groove, and on the diaphragm wall end face of the fluting both sides after excavation, reinforcing bar is installed, sets up template;
Step F, concrete perfusion internal to the fluting installed at reinforcing bar, template, after concrete coagulates soil, connect diaphragm wall at fluting.
2. diaphragm wall underground utilities position as claimed in claim 1 construction method, it is characterized in that, suspension apparatus in step C is the Bailey bracket being overlapped on Guan Liang, Bailey bracket is positioned at the surface of pipeline, and the bearing of trend of Bailey bracket is consistent with pipeline bearing of trend, rigid link suspention below Bailey bracket, is utilized to lift the gripper shoe of pipeline.
3. diaphragm wall underground utilities position as claimed in claim 1 construction method, it is characterized in that, draw in carrying out step E and excavate in groove before the soil body, row's Grouting Pipe is made a call to declivity at slotted section, Grouting Pipe the most gradually tilts outside diaphragm wall, utilizes Grouting Pipe to form supporting construction outside the soil-baffling structure that step D-shaped becomes.
4. diaphragm wall underground utilities position as claimed in claim 3 construction method, it is characterised in that the angle of inclination of Grouting Pipe is 60 degree.
5. diaphragm wall underground utilities position as claimed in claim 1 construction method, it is characterised in that in step E, template uses bearing diagonal mechanism to be supported.
6. diaphragm wall underground utilities position as claimed in claim 1 construction method, it is characterized in that, in step D, multiple high-pressure rotary jet grouting piles are arranged in multiple rows of on diaphragm wall outboard tube line side limit, in the pile body formed by high-pressure rotary jet grouting pile, adjacent two pile bodies are mutually lapped, it is ensured that multiline pile body forms the soil-baffling structure closed.
7. diaphragm wall underground utilities position as claimed in claim 6 construction method, it is characterised in that the angle of inclination of high-pressure rotary jet grouting pile is set to 9 degree.
CN201410817815.9A 2014-12-24 2014-12-24 Diaphragm wall underground utilities position construction method CN104652418B (en)

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Application Number Priority Date Filing Date Title
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CN104652418B true CN104652418B (en) 2016-08-17

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Families Citing this family (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN105604064A (en) * 2015-12-21 2016-05-25 广州机施建设集团有限公司 Construction method of comprehensive pipeline protection system supporting system
CN105672251B (en) * 2016-02-01 2017-11-24 中铁十六局集团北京轨道交通工程建设有限公司 A kind of underground continuous wall groove segment construction method for riding existing sewage pipe
CN105735244B (en) * 2016-02-01 2017-10-31 上海交通大学 A kind of underground continuous wall groove segment design and construction method for riding existing sewage pipe
CN105839676B (en) * 2016-03-30 2017-09-29 东通岩土科技(杭州)有限公司 The cold seam processing method of canal formula cement soil continuous wall
CN105926655B (en) * 2016-05-03 2018-01-23 东通岩土科技(杭州)有限公司 The sealing construction method of enclosure structure that a kind of pipeline is not removed

Family Cites Families (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
KR100892137B1 (en) * 2008-06-23 2009-04-08 (주)비엔텍아이엔씨 Rahmen typed underground tunnel construction method using lateral psc beam
CN101349057A (en) * 2008-08-19 2009-01-21 上海建工股份有限公司 Underground continuous wall construction method crossing city pipelines
CN101343869A (en) * 2008-08-19 2009-01-14 上海建工股份有限公司 Underground continuous wall construction method of city-across pipeline
CN103603368B (en) * 2013-11-26 2015-11-18 中铁第四勘察设计院集团有限公司 Diaphragm wall meets the inverse construction method done of underground utilities
CN103643681B (en) * 2013-11-29 2015-09-02 中铁隧道勘测设计院有限公司 A kind of Metro station excavation is inverse makes supporting and protection structure and construction method thereof

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