CN104314071A - Construction method of underground diaphragm wall by employing rotary drilling rig - Google Patents

Construction method of underground diaphragm wall by employing rotary drilling rig Download PDF

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Publication number
CN104314071A
CN104314071A CN201410577804.8A CN201410577804A CN104314071A CN 104314071 A CN104314071 A CN 104314071A CN 201410577804 A CN201410577804 A CN 201410577804A CN 104314071 A CN104314071 A CN 104314071A
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Prior art keywords
wall
diaphragm wall
construction
digging machine
carried out
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CN201410577804.8A
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Chinese (zh)
Inventor
江涌波
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GUANGZHOU FOURTH CONSTRUCTION Co Ltd
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GUANGZHOU FOURTH CONSTRUCTION Co Ltd
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Priority to CN201410577804.8A priority Critical patent/CN104314071A/en
Publication of CN104314071A publication Critical patent/CN104314071A/en
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    • 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
    • E02D5/20Bulkheads or similar walls made of prefabricated parts and concrete, including reinforced concrete, in situ
    • EFIXED CONSTRUCTIONS
    • E02HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02DFOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D2250/00Production methods
    • E02D2250/0023Cast, i.e. in situ or in a mold or other formwork
    • EFIXED CONSTRUCTIONS
    • E02HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02DFOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D2250/00Production methods
    • E02D2250/0061Production methods for working underwater
    • EFIXED CONSTRUCTIONS
    • E02HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02DFOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D2250/00Production methods
    • E02D2250/0061Production methods for working underwater
    • E02D2250/0076Drilling

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  • Engineering & Computer Science (AREA)
  • Structural Engineering (AREA)
  • Life Sciences & Earth Sciences (AREA)
  • General Life Sciences & Earth Sciences (AREA)
  • Mining & Mineral Resources (AREA)
  • Paleontology (AREA)
  • Civil Engineering (AREA)
  • General Engineering & Computer Science (AREA)
  • Bulkheads Adapted To Foundation Construction (AREA)

Abstract

The invention belongs to the field of building construction and discloses a construction method of an underground diaphragm wall by employing a rotary drilling rig. The construction method includes subjecting the rotary drilling rig to trenching, leading to higher automation degree, strong drilling capability and quick soil borrowing. The construction method is applicable to the underground diaphragm wall projects on various terrains including dense urban buildings and peripheries of subway tunnels.

Description

A kind of method of being carried out construction of diaphragm wall by Spiral digging machine
Technical field
The present invention relates to the realm of building construction, particularly relate to a kind of method of being carried out construction of diaphragm wall by Spiral digging machine.
Background technology
Along with expressway around city development, urban land day is becoming tight, and high-rise and super highrise building emerges in multitude, and deep foundation ditch is commonplace in current urban skyscraper, and two layers of design to five layers of basement, have saved town site greatly.Due to the restriction of foundation ditch surrounding environment and construction plant, diaphragm wall is widely used in large deep foundation pit construction because of advantages such as its rigidity is large, good integrity.
Diaphragm wall excavation technology originates from Europe.It uses the method for mud and tremie concrete to grow up according to well-digging and oil drilling, first nineteen fifty have employed slurry coat method construction of diaphragm wall at Milan, ITA, 50 ~ sixties of 20th century, this technology was promoted at western developed country and the former Soviet Union, became effective technology in underground construction and Construction of Deep Foundation.
Through the development of decades, Diaphragm Wall is quite ripe, and wherein technically flourishing at this with Japan, the maximum cutting depth of current diaphragm wall is 140m, and the thinnest diaphragm wall thickness is 20cm.
1958, first water power department of China built dam impervious wall in pellet rim of the mouth, Qingdao this technology of reservoir, and up to the present, national most province all successively applies technique.Diaphragm wall and replacing much traditional construction method, and is used to a lot of aspects of Foundation Design.In its initial stage, be all be used as impervious wall or interim retaining wall substantially.By the many new technologies of application, new equipment and new material, be used as now a part for works more and more or be used as agent structure, being more used in large-scale deep-foundation pit engineering.
Construction of diaphragm wall equipment mainly comprises grooving excavation machinery, and mud system is joined, process facility, and concrete placing equipment, four parts such as groove section joint facility, wherein most important is exactly grooving excavation machinery.
What current continuous wall trench underground excavation machinery often adopted has following several equipment:
Grab type grooving excavator is the current world and the domestic main groover type obtaining most common application, and structure is simple, and be easy to operating maintenance, running expense is low, is widely used in weaker alluvial formation.The grab bucket of mechanical type wire rope and Telescopic shaft type hydraulic grab are the two kinds of grab type grooving excavators the most often used at present.But grab type grooving excavator is not suitable for the operating mode constructions such as boulder, erratic boulder, basement rock, and when Standard piercing angle value is larger, efficiency is very low.
Impact type groover installs percussive drill in the drilling pipe end having casting function concurrently, operate the drill hammer of various shape, repeatedly can excavate, transverse shifting, be applicable to the construction of medium scale diaphragm wall, equipment is simple, processing ease, good to geological conditions compliance, be suitable for general soft soil layer, also can use sand gravel, cobble, basement rock, equipment is cheap.But work efficiency is low, grooving is of poor quality, and international and domestic employing this kind of method carries out the fewer and feweri of construction of diaphragm wall.But effect of impact type groover is low, vibration wave during grooving is propagated to surrounding, can work the mischief to peripheral facilities.
Hydraulic pressure hobbing formula groover is needs constructing deep diaphragm wall for being adapted in pole firm hard formation and rock and a kind of dredger developed.The hydraulic pressure hobbing formula groover grooving degree of depth can reach 100m, and guarantees that the verticality of groove is below 2 ‰, is characterized in that work efficiency is fast, is suitable for different geological conditions, comprises basement rock.But this type of apparatus expensive, cost is high, the stratum such as inapplicable erratic boulder, large boulder.
Multi-drill bit groover is a kind of is power with submersible electric motor, by the rig without drilling rod of multiaxis rotary drilling-head.This rig is owing to saving the time without the need to installing drilling rod, and power is near drill bit, so power consumption is little, utilizes gravity direction, and boring vertical precision is high.Be characterized in that excavation speed is fast, mechanization degree is high, but the inapplicable cobble of this type of groover, erratic boulder stratum, more can not be used for basement rock, and equipment volume is from great.
The grab chute forming machine that China the most often uses now is applicable to softer soil property, and soil layer N value can sharply decline more than 30 excavation speed.When entering lithosphere or firm hard formation construction, need punching machine coordinating operation.Punching machine is that the impact force produced by the freely falling body of pile monkey is excavated, therefore low to the excavation speed of rock stratum comparison soil layer far away, so entering the rock stage, punching machine work efficiency can reduce greatly.
The shortcomings such as rock effect is low, environment pollution is large are entered for solving current grab chute forming machinery, the present invention utilizes the features such as rotary drilling rig grooving automaticity is high, drilling ability strong, the speed that fetches earth is fast, for soil layer be banket, the deep foundation ditch diaphragm wall engineering of the rock-soil layer such as cohesive soil, silt, sand, gravelly soil, all kinds of decomposed rocks, diaphragm wall engineering under subway tunnel side dressing building site is adjoined in particularly intensive architecture ensemble neutralization.
Summary of the invention
For solving the problem, the invention provides the higher and efficiency of construction of a kind of automaticity carries out construction of diaphragm wall faster method by Spiral digging machine.
The technical solution adopted for the present invention to solve the technical problems is:
Carried out a method for construction of diaphragm wall by Spiral digging machine, it is characterized in that, comprise the following steps:
1), diaphragm wall construction of guide wall is carried out by excavator;
2), along diaphragm wall lead wall wall cover mud carry out retaining wall;
3), adopt Spiral digging machine to lead wall jumping along diaphragm wall to scrape out groove, form continuous body of wall;
4), carry out the clear hole of bottom land by Pump breath countercirculate and change slurry;
5), make reinforcing cage, and on described reinforcing cage welding H-bar joint, then reinforcing cage aligned units Cao Duan center is inserted in grooving;
6) construction of underwater concrete, is carried out.
Be further used as the improvement of technical solution of the present invention, in step 3), when being constructed into traverse drill hole by Spiral digging machine, the hole being positioned at the Kong Junyu both sides in grooving stage casing is intersected, sequence of construction is first the construct adjacent holes in midfeather one hole then the connecting hole between adjacent described holes of constructing.
Be further used as the improvement of technical solution of the present invention, in step 1), the degree of depth that described diaphragm wall leads wall is between 1m ~ 2m, and described diaphragm wall is led wall and is monolithic reinforced concrete structure, and the described diaphragm wall cross section along grooving length direction of leading wall is just " L " type and inverted "L" shaped.
Be further used as the improvement of technical solution of the present invention, step 2) in, the proportion carrying out the mud of retaining wall is 1.05g/cm3 ~ 1.25g/cm3, and funnel viscosity is 18s ~ 35s, and fluid loss is less than 25ml/30min, and sand factor is less than 6%.
Be further used as the improvement of technical solution of the present invention, carry out the clear hole of bottom land by Pump breath countercirculate in step 4) and change slurry, the clear hole time is greater than or equal to 30 minutes, at the bottom of the pump of clear hole from bottom land distance be 200mm ~ 500mm, mud balance should be less than or equal to 1.2, sand factor is less than or equal to 8%, and viscosity is less than or equal to 28S.
Be further used as the improvement of technical solution of the present invention, in step 6), when becoming slot length to be less than 4 meters, adopt a tremie placing concrete; When becoming slot length be greater than 4 meters and be less than 6 meters, adopt two tremie placing concrete; When becoming slot length to be greater than 6 meters, adopt three tremie placing concrete.
Be further used as the improvement of technical solution of the present invention, the distance between each described conduit is not more than 3 meters.
Beneficial effect of the present invention: this method of being carried out construction of diaphragm wall by Spiral digging machine is by Spiral digging machine grooving, higher automaticity can be reached, and the drilling ability of Spiral digging machine trenching construction step is strong, the speed that fetches earth is fast, be applicable to more under condition environment, the diaphragm wall engineering of subway tunnel side dressing work is adjoined in particularly intensive architecture ensemble neutralization.
Accompanying drawing explanation
Below in conjunction with accompanying drawing, the invention will be further described:
Fig. 1 is embodiment of the present invention step 3) grooving sequential schematic.
Detailed description of the invention
The present invention is a kind of method of being carried out construction of diaphragm wall by Spiral digging machine, it is characterized in that, comprises the following steps:
1), diaphragm wall construction of guide wall is carried out by excavator;
2), along diaphragm wall lead wall wall cover mud carry out retaining wall;
3), adopt Spiral digging machine to lead wall jumping along diaphragm wall to scrape out groove, form continuous body of wall;
4), carry out the clear hole of bottom land by Pump breath countercirculate and change slurry;
5), make reinforcing cage, and on described reinforcing cage welding H-bar joint, then reinforcing cage aligned units Cao Duan center is inserted in grooving;
6) construction of underwater concrete, is carried out.
This method of being carried out construction of diaphragm wall by Spiral digging machine is by Spiral digging machine grooving, higher automaticity can be reached, and the drilling ability of Spiral digging machine trenching construction step is strong, the speed that fetches earth is fast, be applicable to more under condition environment, the diaphragm wall engineering of subway tunnel side dressing work is adjoined in particularly intensive architecture ensemble neutralization.
As the preferred embodiment of the present invention, in step 3), when being constructed into traverse drill hole by Spiral digging machine, the hole being positioned at the Kong Junyu both sides in grooving stage casing is intersected, sequence of construction is first the construct adjacent holes in midfeather one hole then the connecting hole between adjacent described holes of constructing.
With reference to Fig. 1, diaphragm wall adopts rotary drilling rig to jump and scrapes out groove, by 1,3,2,5,4,7,6,8 order borings.
As the preferred embodiment of the present invention, in step 1), the degree of depth that described diaphragm wall leads wall is between 1m ~ 2m, and described diaphragm wall is led wall and is monolithic reinforced concrete structure, and the described diaphragm wall cross section along grooving length direction of leading wall is just " L " type and inverted "L" shaped.
Diaphragm wall leads the design 30mm larger than wall thickness of span width within the walls, and lead wall end face than builder's road height 100mm ~ 200mm, the degree of depth is generally between 1m ~ 2m.Diaphragm wall is led wall and is dropped on original soil layer, and diaphragm wall is led wall excavation and adopted excavator, and the hand fit clear end, rammer are filled out, flattened.The stripping when concrete strength reaches 70%, after diaphragm wall leads wall form removal, must lead in two panels immediately and add laterally between wall that wooden a tree, used in making timber for boats is to support, level interval is 1.5m, upper and lower twice, must stagger with continuous wall connector position in the construction joint position that diaphragm wall leads wall.
As the preferred embodiment of the present invention, step 2) in, the proportion carrying out the mud of retaining wall is 1.05g/cm3 ~ 1.25g/cm3, and funnel viscosity is 18s ~ 35s, and fluid loss is less than 25ml/30min, and sand factor is less than 6%.Slurrying should adopt swell soil, and when replacing with clay, its sand factor is not more than 4%, and mud yield is not less than 5m3/t, and index of plasticity is not less than 25, and the pH value of mud water is preferably neutrality, and calcium ion concentration is less than 100PPm.
As the preferred embodiment of the present invention, carry out the clear hole of bottom land by Pump breath countercirculate in step 4) and change slurry, the clear hole time is greater than or equal to 30 minutes, at the bottom of the pump of clear hole from bottom land distance be 200mm ~ 500mm, mud balance should be less than or equal to 1.2, sand factor is less than or equal to 8%, and viscosity is less than or equal to 28S.
Use the butt joint of joint steel brush to scrub, remove the mud skin of groove section i iron surface attachment, to ensure joint steel plate and concretely to have effective adhesive, in case joint leaks.
As the preferred embodiment of the present invention, in step 6), when becoming slot length to be less than 4 meters, adopt a tremie placing concrete; When becoming slot length be greater than 4 meters and be less than 6 meters, adopt two tremie placing concrete; When becoming slot length to be greater than 6 meters, adopt three tremie placing concrete.
As the preferred embodiment of the present invention, the distance between each described conduit is not more than 3 meters.
Reinforcing cage makes on steel platform, the connected mode of reinforcing bar adopts weld seam welding, the interface rate in same cross section is not more than 50%, for ensureing not deform or distortion in lifting process, at reinforcing cage inside configuration 2 ~ 4 Pin longitudiual truss, the main muscle of truss should adopt HRB400 level reinforcing bar, and bar diameter is not less than 20mm.Longer reinforcing cage sectional makes, and segmentation is lifted by crane, and upper-lower section reinforcing cage adopts side bar is soldered and connects, and lap length is 60 times of bar diameters, and bar splice position is located at body of wall moment of flexure smaller part.
When inserting reinforcing cage, make the center of reinforcing cage aligned units groove section, vertically and accurately in insertion groove.When reinforcing cage enters in groove, necessary alignment slot section center, suspension centre center, then slowly decline, now must be noted that not essential factor boom swing or other influences and make reinforcing cage produce teeter, cause landslip of the sides of the trench, after laying reinforcing cage, sediment thickness measured by timely lining rope, if sediment thickness does not meet the demands at the bottom of hole, then be pressed into clean plasm by conduit, carry out the clear hole of second time.
The advantages such as I-shaped steel joint has globality, impermeability is got well, for guaranteeing the quality of diaphragm wall, adopt I-shaped steel joint construction technology.When screwing steel bars cage, by i shaped steel joint and reinforcing cage integral solder, be 250mm on the absolute altitude of diaphragm wall bottom surface bottom I-shaped steel plate, top is 500mm on diaphragm wall end face absolute altitude.I-shaped steel plate welds wide for 200mm, thickness be the steel plate of 1mm, after lower cage, joint backfill sand pocket prevents concrete from streaming..
For guaranteeing that concrete quality meets designing requirement and meets the needs of construction process requirement; concrete adopts dual mixing technology; mix appropriate fine-ground fly-ash and Admixture; improve concrete workability; the concrete slump controls at 180mm ~ 220mm, initial setting time≤4h, water/binder ratio≤0.55; cement consumption >=370kg/m3, sand factor controls 40% ~ 50%.
Unit groove segment length L≤4m adopts a tremie placing, and 4m < L≤6m adopts two conduits, and L > 6m adopts three conduits, prevents the uneven rising of concrete liquid level.When using many catheter perfusions, its spacing should not be greater than 3m simultaneously, must not more than 1.5m apart from groove section end.The discrepancy in elevation of the concrete surface at each conduit place should not be greater than 0.3m, and concrete should be built complete before final set, and whole pouring concrete elevation should higher than designing requirement 0.5m, to ensure wall top quality.
Concrete beginning quantity should guarantee that conduit end opening Transducers Embedded in Concrete is built below face and is no less than 800mm.The conduit Transducers Embedded in Concrete degree of depth is preferably 2m ~ 4m, and building the liquid level rate of climb should not be less than 3m/h, conduit is not proposed concreting face.
Certainly, the invention is not limited to above-mentioned embodiment, those of ordinary skill in the art also can make equivalent variations or replacement under the prerequisite without prejudice to spirit of the present invention, and these equivalent modification or replacement are all included in the application's claim limited range.

Claims (7)

1. carried out a method for construction of diaphragm wall by Spiral digging machine, it is characterized in that, comprise the following steps:
1), diaphragm wall construction of guide wall is carried out by excavator;
2), along described diaphragm wall lead wall wall cover mud carry out retaining wall;
3), adopt Spiral digging machine to lead wall jumping along diaphragm wall to scrape out groove, form continuous body of wall;
4), carry out the clear hole of bottom land by Pump breath countercirculate and change slurry;
5), make reinforcing cage, and on described reinforcing cage welding H-bar joint, then reinforcing cage aligned units Cao Duan center is inserted in grooving;
6) construction of underwater concrete, is carried out.
2. method of being carried out construction of diaphragm wall by Spiral digging machine according to claim 1, it is characterized in that: in described step 3), when being constructed into traverse drill hole by Spiral digging machine, the hole being positioned at the Kong Junyu both sides in grooving stage casing is intersected, sequence of construction is first the construct adjacent holes in midfeather one hole then the connecting hole between adjacent described holes of constructing.
3. method of being carried out construction of diaphragm wall by Spiral digging machine according to claim 1 and 2, it is characterized in that: in described step 1), the degree of depth that described diaphragm wall leads wall is between 1m ~ 2m, described diaphragm wall is led wall and is monolithic reinforced concrete structure, and the described diaphragm wall cross section along grooving length direction of leading wall is just " L " type and inverted "L" shaped.
4. method of being carried out construction of diaphragm wall by Spiral digging machine according to claim 1 and 2, it is characterized in that: described step 2) in, the proportion carrying out the mud of retaining wall is 1.05g/cm3 ~ 1.25g/cm3, funnel viscosity is 18s ~ 35s, fluid loss is less than 25ml/30min, and sand factor is less than 6%.
5. method of being carried out construction of diaphragm wall by Spiral digging machine according to claim 1 and 2, it is characterized in that: carry out the clear hole of bottom land by Pump breath countercirculate in described step 4) and change slurry, the clear hole time is greater than or equal to 30 minutes, at the bottom of the pump of clear hole from bottom land distance be 200mm ~ 500mm, mud balance should be less than or equal to 1.2, sand factor is less than or equal to 8%, and viscosity is less than or equal to 28S.
6. method of being carried out construction of diaphragm wall by Spiral digging machine according to claim 1 and 2, be is characterized in that: in described step 6), when becoming slot length to be less than 4 meters, adopts a tremie placing concrete; When becoming slot length be greater than 4 meters and be less than 6 meters, adopt two tremie placing concrete; When becoming slot length to be greater than 6 meters, adopt three tremie placing concrete.
7. method of being carried out construction of diaphragm wall by Spiral digging machine according to claim 6, be is characterized in that: the distance between each described conduit is not more than 3 meters.
CN201410577804.8A 2014-10-24 2014-10-24 Construction method of underground diaphragm wall by employing rotary drilling rig Pending CN104314071A (en)

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Application Number Priority Date Filing Date Title
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Cited By (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN106836187A (en) * 2017-02-23 2017-06-13 中铁隧道集团有限公司 A kind of two brills one for strongly weathered sand-rock grab continuous wall trench underground construction method
CN107605397A (en) * 2017-08-25 2018-01-19 中铁十六局集团地铁工程有限公司 The method to be drilled in Underground Subway Station hole in small space sand-pebble layer
CN107675700A (en) * 2017-09-30 2018-02-09 中煤地质工程总公司北京分公司 The construction method of diaphram wall
CN107989048A (en) * 2017-12-29 2018-05-04 广州市第四建筑工程有限公司 Solid matter step type rotary digging pile supporting system and construction method
CN108442363A (en) * 2018-04-02 2018-08-24 连云港市云达建设工程有限公司 Underground pile connects wall construction method and its at wall equipment
CN109653213A (en) * 2018-12-28 2019-04-19 中铁十二局集团有限公司 A kind of ground-connecting-wall forming construction method thereof

Cited By (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN106836187A (en) * 2017-02-23 2017-06-13 中铁隧道集团有限公司 A kind of two brills one for strongly weathered sand-rock grab continuous wall trench underground construction method
CN107605397A (en) * 2017-08-25 2018-01-19 中铁十六局集团地铁工程有限公司 The method to be drilled in Underground Subway Station hole in small space sand-pebble layer
CN107675700A (en) * 2017-09-30 2018-02-09 中煤地质工程总公司北京分公司 The construction method of diaphram wall
CN107989048A (en) * 2017-12-29 2018-05-04 广州市第四建筑工程有限公司 Solid matter step type rotary digging pile supporting system and construction method
CN108442363A (en) * 2018-04-02 2018-08-24 连云港市云达建设工程有限公司 Underground pile connects wall construction method and its at wall equipment
CN109653213A (en) * 2018-12-28 2019-04-19 中铁十二局集团有限公司 A kind of ground-connecting-wall forming construction method thereof

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Application publication date: 20150128