CN107964940A - A kind of construction method of continuous wall trench underground - Google Patents

A kind of construction method of continuous wall trench underground Download PDF

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Publication number
CN107964940A
CN107964940A CN201711387822.XA CN201711387822A CN107964940A CN 107964940 A CN107964940 A CN 107964940A CN 201711387822 A CN201711387822 A CN 201711387822A CN 107964940 A CN107964940 A CN 107964940A
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CN
China
Prior art keywords
drilling
mud
groove
bore
stage
Prior art date
Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
Pending
Application number
CN201711387822.XA
Other languages
Chinese (zh)
Inventor
王奎
邵永
王波
魏泽文
王长彪
申浩
吴先勇
郭新平
田军
Current Assignee (The listed assignees may be inaccurate. Google has not performed a legal analysis and makes no representation or warranty as to the accuracy of the list.)
Urban Rail Transit Engineering Co Ltd of China Railway No 10 Engineering Group Co Ltd
Original Assignee
Urban Rail Transit Engineering Co Ltd of China Railway No 10 Engineering Group Co Ltd
Priority date (The priority date is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the date listed.)
Filing date
Publication date
Application filed by Urban Rail Transit Engineering Co Ltd of China Railway No 10 Engineering Group Co Ltd filed Critical Urban Rail Transit Engineering Co Ltd of China Railway No 10 Engineering Group Co Ltd
Priority to CN201711387822.XA priority Critical patent/CN107964940A/en
Publication of CN107964940A publication Critical patent/CN107964940A/en
Pending legal-status Critical Current

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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

Abstract

The invention discloses a kind of construction method of continuous wall trench underground, this method includes:It will wait to be divided into multiple box cut sections according to the design specification of diaphram wall with excavating, and go out multiple drilling positions hole to be drilled in the overlay mark of each groove section;Prepare the mud used during drilling;Rotary drilling rig is moved into excavation ground, and adjusts rotary drilling rig to working status, by the center of the one of drilling position of drill bit alignment of rotary drilling rig;Start rotary drilling rig, drilling position uses progressive carry out bore operation, and progressive depth is 2m~2.5m every time;When completing the first stage bore operation of all drilling positions of the groove section using bouncing of drilling tool method, grabbed using hydraulic grab except remaining native stone between drilling, form the first groove body, then into the bore operation of next stage, and so on, until reaching drilling design depth.The present invention improves the efficiency and borehole accuracy of drilling.

Description

A kind of construction method of continuous wall trench underground
Technical field
The present invention relates to a kind of construction method of diaphram wall, more specifically a kind of continuous wall trench underground is applied Work method.
Background technology
At present during diaphram wall drilling construction, pore-forming operation is carried out using impact drill mostly, not only pore-forming efficiency is low for this, And for some geological conditions it is more complicated, particularly soft rock when, not only construct relatively slow, but also pore-forming is second-rate.
The content of the invention
It is an object of the invention to overcome the deficiencies of the prior art and provide a kind of construction method of continuous wall trench underground.
To achieve the above object, the present invention uses following technical scheme:A kind of construction method of continuous wall trench underground, institute The method of stating includes:
It will wait to be divided into multiple box cut sections according to the design specification of diaphram wall with excavating, and in the upper of each groove section Side marks multiple drilling positions hole to be drilled;
Prepare the mud used during drilling;
Rotary drilling rig is moved into excavation ground, and adjusts rotary drilling rig to working status, the drill bit of rotary drilling rig is directed at it In one drilling position center;
Start rotary drilling rig, drilling position uses progressive carry out bore operation, and progressive depth is 2m~2.5m every time;When When completing the first stage bore operation of all drilling positions of the groove section using bouncing of drilling tool method, grabbed using hydraulic grab except surplus between drilling Remaining native stone, forms the first groove body, then into the bore operation of next stage, and so on, until reaching drilling design Depth:Wherein, during drilling, while mud is injected into hole;
Remaining soil stone and sediment in groove body are removed using hydraulic grab;
Test to the groove body after cleaning according to specification regulation.
Its further technical solution is:Described the step of preparing the mud used during drilling, specifically include following steps:
Mud is configured using sodium bentonite;
By the mud prepared deposit in mud pit 24 it is small when;
Whether the mud index of detection mud meets the requirements, if being unsatisfactory for requiring, needing to reach mud standard to make With, wherein, the standard index of mud is:1.08~1.10g/cm3 of density, sand factor < 4%, 20~24s of viscosity.
Its further technical solution is:It is described that rotary drilling rig is moved into excavation ground, and rotary drilling rig is adjusted to working status, In the step of drill bit of rotary drilling rig is aligned the center of one of drilling position, the rotary drilling rig installation rear base and top Held stationary, and verticality inspection is carried out to rotary drilling rig, correct turntable.
Its further technical solution is:Start rotary drilling rig, drilling position uses progressive carry out bore operation, progressive every time Depth be 2m~2.5m;When completing the first stage bore operation of all drilling positions of the groove section using bouncing of drilling tool method, using liquid Pressure grab bucket is grabbed except remaining native stone between drilling, the first groove body is formed, then into the bore operation of next stage, with such Push away, until reaching drilling design depth:Wherein, during drilling, at the same into hole inject mud the step of in, every 30 minutes measurement one Secondary mud index, ensures the mud normal circulation in the mud and mud pit in drilling, it is ensured that during drilling, mud heights of roofs is higher than Lead the bottom of metope.
Its further technical solution is:The step of groove body after described pair of cleaning is tested according to specification regulation, specifically Comprise the following steps:
Using the depth of lining rope detection groove body;
Using the width of ruler measurement groove body;
The gradient for the electronic detecting device detection groove body being equipped with using hydraulic grab;
Using the thickness of sediment in ultrasonic wave or lining rope detect tank body.
Compared with the prior art, the invention has the advantages that:A kind of construction method of continuous wall trench underground of the present invention is first Drilled using rotary drilling rig, then coordinate the native stone of residue grabbed and removed between drilling with hydraulic grab, and carry out sediment cleaning, into Hole is efficient, for some completely decomposeds, severely-weathered geology and the not high geology of rock strength, strong applicability.In addition, during drilling, Drilled using bouncing of drilling tool method, the appearance of inclined hole can be avoided by the way of this jump hole is spudded in, improve the precision and efficiency of drilling.
Described above is only the general introduction of technical solution of the present invention, can in order to better understand technical measure Content according to specification is practiced, and in order to make above and other objects of the present invention, feature and advantage brighter It is aobvious understandable, below especially exemplified by preferred embodiment, describe in detail as follows.
Brief description of the drawings
Fig. 1 is a kind of flow chart of the construction method specific embodiment of continuous wall trench underground of the present invention;
Fig. 2 is the flow chart that mud is prepared in a kind of construction method specific embodiment of continuous wall trench underground of the present invention;
Fig. 3 is the flow chart of inspection of drilling in a kind of construction method specific embodiment of continuous wall trench underground of the present invention;
Fig. 4 is a kind of structure diagram of the construction method specific embodiment of continuous wall trench underground of the present invention.
Embodiment
In order to more fully understand the present invention technology contents, with reference to specific embodiment to technical scheme into One step introduction and explanation, but not limited to this.
- 4 are please referred to Fig.1, the present invention provides a kind of construction method of continuous wall trench underground, the construction method is in Kunming There is specific application at subway fiber crops pad in shoe station, and this method includes:
S10, will wait to be divided into multiple box cut sections according to the design specification of diaphram wall with excavating, and in each groove section Overlay mark go out multiple drilling positions hole to be drilled;
S20, prepare the mud used during drilling;
Rotary drilling rig, is moved to excavation ground by S30, and adjusts rotary drilling rig to working status, by the drill bit pair of rotary drilling rig The center of accurate one of drilling position;
S40, start rotary drilling rig, and drilling position use progressive carry out bore operation, every time progressive depth be 2m~ 2.5m;When completing the first stage bore operation of all drilling positions of the groove section using bouncing of drilling tool method, grabbed using hydraulic grab except brill Remaining soil stone, forms the first groove body between hole, then into the bore operation of next stage, and so on, until reaching Drilling design depth:Wherein, during drilling, while mud is injected into hole.Wherein, mud is connected with being pumped directly into using slush pump Wall chase section.In addition, the ground in body refuse or drill bit falls into drilling in order to prevent, can first reversely rotate after drilling rod four to five encloses, then Lift drilling rod;
S50, using hydraulic grab by groove body it is remaining soil stone and sediment remove;
S60, test the groove body after cleaning according to specification regulation.
In step S10, before groove section is divided, it is necessary to constructed lead wall carry out repetition measurement, see whether meet it is next The construction requirement of step, in addition, the drilling position of mark is six, and lay side by side, and the center for the position that drills is also required to It is marked, in order to facilitate the drill bit of rotary drilling rig to be directed at the center of drilling position, prevent from boring inclined.
In certain embodiments, step S20 specifically includes following steps:
S201, using sodium bentonite configure mud;
S202, the mud prepared deposited in mud pit 24 it is small when;
Whether S203, the mud index of detection mud meet the requirements, if being unsatisfactory for requiring, need to reach mud standard side It can be used, wherein, the standard index of mud is:1.08~1.10g/cm3 of density, sand factor < 4%, 20~24s of viscosity.
Specifically, in step S202, need to set up anti-canopy above mud pit, avoid rainwater from diluting mud, keep scene Cleaning.
In step S30, in the present embodiment, the model TR280DA of rotary drilling rig, rotary drilling rig installs rear base and top Held stationary is answered, to ensure not produce displacement in drilling process.In order to ensure the verticality of drilling process, inside churning driven Controller control drilling rod keep vertical, before spudding in, verticality inspection should be carried out to Spiral digging machine, correct turntable, prevent from boring The inclination of hole process drilling rod.
In step S40, staff should measure a mud index for every 30 minutes, ensure mud and mud pit in drilling Interior mud normal circulation, it is ensured that during drilling, mud heights of roofs is higher than the bottom for leading metope.In addition, in the present embodiment, it would be desirable to Every six meters of the diaphram wall of construction is divided into a groove section, and each groove section has 6 drilling positions, and (six drilling positions are respectively first 6), each drill a diameter of 1 meter of position for hole position the 2, the 3rd hole of the 1, second hole the 3, the 4th hole of position the 4, the 5th hole of position the 5, the 6th hole of position position, Drilled by the way of progressive, progressive depth is 2m~2.5m every time, and each stage uses bouncing of drilling tool to six holes Method drills, and when first stage bore operation is completed in all drilling positions of the groove section, is grabbed using hydraulic grab except between drilling Remaining soil stone (being got through equivalent between a drilling), so as to form the first groove body, the drilling then into next stage is made Industry.For example, the bore operation of first stage is first carried out to the first hole position 1;When the drilling of the completion first stage of the first hole position 1 is made After industry, the bore operation of first stage is carried out to the 3rd hole position 3;It is right after the bore operation of first stage is completed in the 3rd hole position 3 5th hole position 5 carries out the bore operation of first stage;After the bore operation of first stage is completed in the 5th hole position 5, to the second hole Position 2 carries out first stage bore operation;After the bore operation of first stage is completed in the second hole position 2, the is carried out to the 4th hole position 4 The bore operation in one stage;After the bore operation of first stage is completed in the 4th hole position 4, is carried out to the 6th hole position 6 first stage Bore operation, after the bore operation of first stage is all completed in the position that drills when six, can use hydraulic grab cleaning to be remained between drilling Yu Tushi and the sediment of drilling lower section, to form the first groove body, then carry out the bore operation of next stage, until drilling depth Reach drilling design depth, be finally constituted a rectangle groove body.Alternatively, the drilling of first stage is first carried out to the second hole position 2 After operation, after the bore operation of first stage is completed in the second hole position 2, the bore operation of first stage is carried out to the 4th hole position 4; After the bore operation of first stage is completed in the 4th hole position 4, the bore operation of first stage is carried out to the 6th hole position 6, when the 6th After the bore operation of the completion first stage of hole position 6, the bore operation of first stage is carried out to the first hole position 1;When the first hole position 1 Completion the first stage bore operation after, to the 3rd hole position 3 carry out the first stage bore operation;When the 3rd hole position 3 is completed The bore operation of first stage, carries out the 5th hole position 5 construction operation of first stage, and the first brill is all completed in the position that drills when six After the bore operation in hole stage, remaining native stone and the sediment of drilling lower section between hydraulic grab cleaning drilling can be used, with shape Into the first groove body, then the bore operation in next cycle is carried out, then carry out the bore operation of next stage, until drilling depth reaches Drilling design depth, is finally constituted a rectangle groove body, and in practice of construction, the depth of rectangle groove body is than drilling design Low 0~the 0.1m of depth.
In addition, the appearance of inclined hole can be avoided by the way of the drilling of bouncing of drilling tool method, the precision and efficiency of drilling are improved.
In certain embodiments, step S60, specifically includes following steps:
S601, the depth using lining rope detection groove body;
S602, the width using ruler measurement groove body;
The gradient of S603, the electronic detecting device detection groove body being equipped with using hydraulic grab;
S604, using ultrasonic wave or lining rope detection sediment thickness.
In step s 601, in practice of construction, the depth of rectangle groove body is lower 0~0.1m than drilling design depth.
In step S602, the criterion of acceptability for the width that drills is that the width error to drill is less than 30mm.
In step S603, the verticality of drilling needs to be less than 3 ‰.
In step s 604, the thickness of sediment needs to be less than 100mm.
Summary:A kind of construction method of continuous wall trench underground of the present invention is first carried out using using rotary digging rotary drilling rig Drilling, then coordinate the native stone of residue grabbed and removed between drilling with hydraulic grab, and sediment cleaning is carried out, pore-forming efficiency is high, for one A little completely decomposeds, severely-weathered geology and the not high geology of rock strength, strong applicability.In addition, during drilling, drilled using bouncing of drilling tool method, The appearance of inclined hole can be avoided by the way of this jump hole is spudded in, improves the precision and efficiency of drilling.
The above-mentioned technology contents that the present invention is only further illustrated with embodiment, in order to which reader is easier to understand, but not Represent embodiments of the present invention and be only limitted to this, any technology done according to the present invention extends or recreation, by the present invention's Protection.Protection scope of the present invention is subject to claims.

Claims (5)

  1. A kind of 1. construction method of continuous wall trench underground, it is characterised in that the described method includes:
    It will wait to be divided into multiple box cut sections according to the design specification of diaphram wall with excavating, and marked in the top of each groove section Remember and multiple drilling positions hole to be drilled;
    Prepare the mud used during drilling;
    Rotary drilling rig is moved into excavation ground, and adjusts rotary drilling rig to working status, the drill bit of rotary drilling rig is directed at wherein one The center of a drilling position;
    Start rotary drilling rig, drilling position uses progressive carry out bore operation, and progressive depth is 2m~2.5m every time;Work as use When bouncing of drilling tool method completes the first stage bore operation of all drilling positions of the groove section, grabbed using hydraulic grab except remaining between drilling Native stone, forms the first groove body, then into the bore operation of next stage, and so on, until reaching drilling design depth: Wherein, during drilling, while mud is injected into hole;
    Remaining soil stone and sediment in groove body are removed using hydraulic grab;
    Test to the groove body after cleaning according to specification regulation.
  2. 2. the construction method of a kind of continuous wall trench underground according to claim 1, it is characterised in that described to prepare drilling When use mud the step of, specifically include following steps:
    Mud is configured using sodium bentonite;
    By the mud prepared deposit in mud pit 24 it is small when;
    Whether the mud index of detection mud meets the requirements, if being unsatisfactory for requiring, needing to reach mud standard to use, its In, the standard index of mud is:1.08~1.10g/cm3 of density, sand factor < 4%, 20~24s of viscosity.
  3. 3. the construction method of a kind of continuous wall trench underground according to claim 1, it is characterised in that described by churning driven Machine moves to excavation ground, and adjusts rotary drilling rig to working status, by the one of drilling position of drill bit alignment of rotary drilling rig In the step of heart, the rotary drilling rig installation rear base and top held stationary, and verticality inspection, school are carried out to rotary drilling rig Positive turntable.
  4. 4. the construction method of a kind of continuous wall trench underground according to claim 1, it is characterised in that start churning driven Machine, drilling position use progressive carry out bore operation, and progressive depth is 2m~2.5m every time;The groove is completed when using bouncing of drilling tool method During the first stage bore operation of Duan Suoyou drillings position, grabbed using hydraulic grab except remaining native stone between drilling, form first Groove body, then into the bore operation of next stage, and so on, until reaching drilling design depth:Wherein, during drilling, In the step of injecting mud into hole at the same time, the mud index of measurement in every 30 minutes, ensures the mud and mud pit in drilling Interior mud normal circulation, it is ensured that during drilling, mud heights of roofs is higher than the bottom for leading metope.
  5. 5. the construction method of a kind of continuous wall trench underground according to claim 1, it is characterised in that after described pair of cleaning Groove body according to specification regulation test the step of, specifically include following steps:
    Using the depth of lining rope detection groove body;
    Using the width of ruler measurement groove body;
    The gradient for the electronic detecting device detection groove body being equipped with using hydraulic grab;
    Using the thickness of sediment in ultrasonic wave or lining rope detect tank body.
CN201711387822.XA 2017-12-20 2017-12-20 A kind of construction method of continuous wall trench underground Pending CN107964940A (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
CN201711387822.XA CN107964940A (en) 2017-12-20 2017-12-20 A kind of construction method of continuous wall trench underground

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
CN201711387822.XA CN107964940A (en) 2017-12-20 2017-12-20 A kind of construction method of continuous wall trench underground

Publications (1)

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CN107964940A true CN107964940A (en) 2018-04-27

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Country Status (1)

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Cited By (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN109138023A (en) * 2018-08-21 2019-01-04 中铁二局集团有限公司 A kind of continuous wall trench underground method under complex geological condition
CN110805307A (en) * 2019-10-31 2020-02-18 中铁二局集团有限公司 Underground continuous wall removing method

Citations (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN102797252A (en) * 2012-09-13 2012-11-28 中铁十二局集团第七工程有限公司 Construction method of underground continuous walls

Patent Citations (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN102797252A (en) * 2012-09-13 2012-11-28 中铁十二局集团第七工程有限公司 Construction method of underground continuous walls

Cited By (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN109138023A (en) * 2018-08-21 2019-01-04 中铁二局集团有限公司 A kind of continuous wall trench underground method under complex geological condition
CN110805307A (en) * 2019-10-31 2020-02-18 中铁二局集团有限公司 Underground continuous wall removing method

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Application publication date: 20180427