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.