CN205100226U - Underground continuous wall goes into rock grooving construction equipment - Google Patents
Underground continuous wall goes into rock grooving construction equipment Download PDFInfo
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- CN205100226U CN205100226U CN201520430642.5U CN201520430642U CN205100226U CN 205100226 U CN205100226 U CN 205100226U CN 201520430642 U CN201520430642 U CN 201520430642U CN 205100226 U CN205100226 U CN 205100226U
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- rock
- diaphragm wall
- construction device
- grooving
- grooving construction
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Abstract
The utility model relates to an underground continuous wall goes into the technical field of rock grooving, underground continuous wall goes into rock grooving construction equipment is disclosed, the basement rock includes severely -weathered rock, well morals and manners rock and gentle breeze rock, underground continuous wall goes into rock grooving construction equipment includes the grab bucket of grabbing native grooving in the soil body of earth's surface, a section of thick bamboo is bored to digging soon of drilling in the original state soil layer of basement rock top and severely -weathered rock, the plane set -hammer of core in order to form a pick brill section of thick bamboo of going into the petrosal foramen and to clear up the hard rock tooth limit between the adjacent income petrosal foramen is got in drilling in well morals and manners rock. The utility model discloses an underground continuous wall goes into rock grooving construction equipment grooving is fast, is favorable to on -the -spot total planar arrangement and civilization construction, adopt a pick brill section of thick bamboo to dig soon and get the core into the rock, avoid strikeing vibrations, because grooving construction period is short, cell wall exposure time is short relatively, has reduced the cell wall soil body risk of collapsing, and the cell wall is stable, reduces construction cost, reserve the original state soil layer on the scar of basement rock, in the pore -forming process, the disrotatory is dug and is bored a section of thick bamboo guide effect, prevents that the interior scar slope of groove section from causing the hole scattering.
Description
Technical field
The utility model relates to the technical field that diaphragm wall enters rock grooving, particularly relates to diaphragm wall and enters rock grooving construction device.
Background technology
At present, subway has all been built in each metropolis, as Shenzhen special Economic Zone has 1,2,3,4, No. 5 subway line in operation, 7,9, No. 11 subway lines are built, subway line passes through downtown area, roadside, in urban traffic and economic construction thereof, give play to huge effect, ensure the safety of subway station and transit tunnel thereof, guarantee that subway normal operation is even more important.Therefore, building construction is carried out at subway periphery, in subway influence basin, particularly carry out the excavation of deep big foundation pit, subway administrative department has worked out special administrative provisions and control criterion, as: forbid to adopt impact endurance test shock construction, the distortion of strict control subway and sedimentation index etc.
By the impact of Regional Geological Conditions, as relatively shallow in Shenzhen area basement rock buried depth, part diaphragm wall need enter rock stratum, even enters in hard gentle breeze granite layer, constructs extremely difficult.
In prior art, diaphragm wall enters rock and generally adopts rock fracture in dynamic indentation grooving.With reference to shown in Fig. 1 ~ 3, adopt punching drilling process, cross punching hammer 32 is repeated multiple times impact holing in groove section, the constructure scheme principle schematic of mud circulation retaining wall grooving simultaneously.As shown in Figure 1, the soil body more than severely-weathered layer in the good grabbing groove section of grooving grab bucket 31 energy; As seen in figures 2 and 3, after grooving grab bucket 31 construction to middle weathered rock, jump bit 32 is changed, jump bit 32 pairs of basement rock 2 have good fragmentation, impact holing back and forth in groove section, and utilize and repair hole plane set-hammer 33 and carry out repairing hole, groove section tunneling boring can be made to reach designing requirement; As shown in Figure 3, the sediment after fragmentation is back to mud pit at the bottom of hole, and sediment is then precipitated in deep pond, and premium mud is then transported to iterative cycles in groove section by slush pump and utilizes; In impact process, a large amount of useless slurry waste residues can be produced.
There is following defect in above-mentioned construction method:
1), in the process that utilizes jump bit 32 to impact, very easily cause adjacent holes interdigit hole deviation, like this, then need jump bit of repeatedly rectifying a deviation;
2), with plane set-hammer 33 repair hole grooving, it is slow to impact speed of fulfiling hole;
3), for meeting broken rock progress demand, often form the scene that job site punching pile machine in a row lines up adjacent construction, it is passive to bring to site safety, programming and modern-style construction.
4), adopt punching technology to need mud off, use mud in a large number, useless slurry waste residue amount can be caused large, be unfavorable for on-the-spot civilized construction, added cost, and the control overflow of impact endurance test shock within the scope of subway protection cannot be met.
Utility model content
The purpose of this utility model is to provide diaphragm wall to enter rock grooving construction device, being intended to solve diaphragm wall of the prior art enters in rock trenching construction, employing jump bit impacts basement rock pore-forming, and very easily hole deviation, grooving speed are slowly, construction bothers, cost is high and do not meet the problem of construction control requirement to there is adjacent room.
The utility model realizes like this, 1, diaphragm wall enters rock grooving construction device, it is characterized in that, basement rock comprises strong-weathered rock, middle decomposed rock and micro-weathered layer, described diaphragm wall enter rock grooving construction device be included in grab native grooving in the soil body of earth's surface grab bucket, in original state soil layer above described basement rock and strong-weathered rock boring and coring churning driven cylinder, hole to be formed in described middle decomposed rock petrosal foramen pick drilling pipe and clear up the described adjacent plane set-hammer entering the hard rock tooth limit between petrosal foramen.
Further, described diaphragm wall enters rock grooving construction device and comprises gas lift reverse circulation structure for entering sillar bottom petrosal foramen and rock slag described in clearing up.
Further, described diaphragm wall enters rock grooving construction device and comprises mud direct circulation structure for operating with described gas lift reverse circulation structure synchronization.
Further, described diaphragm wall enter rock grooving construction device comprise be arranged in construction ground lead wall, described in lead wall and comprise two separately and the side wall be arranged in parallel, the spacing center line of two described side walls overlaps with the center line of diaphragm wall.
Further, the upper end of described side wall is formed with supporting bable tops.
Further, described supporting bable tops is arranged in construction above the ground.
Further, described diaphragm wall enter rock grooving construction device comprise for described enter to take out in petrosal foramen sillar and rock slag drag for slag drilling pipe.
Further, the width of described plane set-hammer and the width of described diaphragm wall are consistent.
Further, the width of described plane set-hammer and the width of described churning driven cylinder are consistent.
Further, described diaphragm wall enters rock grooving construction device and comprises slush pump for injecting mud in the groove toward described grab bucket soil diging groove-forming.
Compared with prior art, the diaphragm wall that the utility model provides enters rock grooving construction device, utilize grab bucket soil diging groove-forming, and on basement rock, be reserved with original state soil layer, recycling churning driven cylinder creeps into original state soil layer and strong-weathered rock, recycling pick drilling pipe to continue to creep in middle decomposed rock and gets core, formed into petrosal foramen, sequentially operate, formed along groove section distribution multiple enter petrosal foramen, recycling plane set-hammer impacts the adjacent hard rock tooth limit entering petrosal foramen formation, makes the tunneling boring of groove section reach design size.
It is with strong points that this diaphragm wall enters the construction of rock grooving construction device, and drastically increase continuous wall trench underground efficiency, grooving speed is fast; Mud use amount greatly reduces, and useless slurry waste residue amount is little, is conducive to on-the-spot general layout and civilized construction; Meanwhile, adopt pick drilling pipe to revolve to dig rock and get core, greatly improve into rock work efficiency, to avoid in construction process due to the impact that impact endurance test shock produces Subway Facilities, meet construction control requirement; Because the trenching construction duration is short, cell wall open-assembly time is relatively short, and decrease the cell wall soil body and to cave in risk, slurry trench stability, also makes filling concrete fullness coefficient little, indirectly reduce construction cost; On the scar of basement rock, reserved original state soil layer, in pore forming process, play the guiding role to churning driven cylinder, effectively prevents oblique rock surface in groove section from causing hole scattering.
Accompanying drawing explanation
Fig. 1 utilizes grab bucket to capture the construction schematic diagram of the soil body on basement rock in prior art;
Fig. 2 is the construction schematic diagram utilizing jump bit to impact basement rock pore-forming in prior art;
Fig. 3 is the construction schematic diagram utilizing plane set-hammer to repair hole grooving in prior art;
Fig. 4 is the construction schematic diagram that utilization grab bucket that the utility model embodiment provides captures the soil body above basement rock;
Fig. 5 is the layout schematic diagram that diaphragm wall that the utility model embodiment provides enters rock pore-forming;
Fig. 6 is that the churning driven cylinder that utilizes that the utility model embodiment provides drills through the construction schematic diagram of original state soil layer on basement rock;
Fig. 7 is that the pick drilling pipe that utilizes that the utility model embodiment provides drills through the construction schematic diagram of basement rock;
Fig. 8 be the utility model embodiment provide drag for the construction schematic diagram that slag drilling pipe constructs in hole;
Fig. 9 is the construction schematic diagram utilizing plane set-hammer correction cell wall that the utility model embodiment provides;
Figure 10 is the construction schematic diagram utilizing the clear hole of mud that the utility model embodiment provides.
Detailed description of the invention
In order to make the purpose of this utility model, technical scheme and advantage clearly understand, below in conjunction with drawings and Examples, the utility model is further elaborated.Should be appreciated that specific embodiment described herein only in order to explain the utility model, and be not used in restriction the utility model.
Below in conjunction with specific embodiment, realization of the present utility model is described in detail.
With reference to shown in Fig. 4 ~ 10, it is the preferred embodiment that the utility model provides.
The diaphragm wall that the present embodiment provides enters rock grooving construction device, for the formation of the groove section 13 entering rock, forms the diaphragm wall into rock so that follow-up, and wherein, basement rock 2 comprises strong-weathered rock, middle decomposed rock and micro-decomposed rock.
Diaphragm wall enters rock grooving construction device and is included in the churning driven cylinder 16 of grabbing boring and coring in the grab bucket 11 of native grooving, the original state soil layer above basement rock 2 and strong-weathered rock in the soil body of earth's surface, the pick drilling pipe 17 holing to be formed petrosal foramen 14 in middle decomposed rock and clears up the adjacent plane set-hammer 19 entering the hard rock tooth limit 15 between petrosal foramen 14.
Above-mentioned diaphragm wall enters rock grooving construction device, and the Specific construction step in practice of construction is as follows:
1), the soil body of grab bucket 11 above basement rock 2 is utilized to grab native grooving, and reserved original state soil layer between the scar of bottom land and basement rock 2;
2) churning driven cylinder 16, is utilized to hole in original state soil layer and in strong-weathered rock, until be drilled into the scar of middle decomposed rock, recycling pick drilling pipe 17 is crept in middle decomposed rock, be drilled into after being designed into the rock degree of depth or absolute altitude, core is directly taken out, formed into petrosal foramen 14 in basement rock 2, thus realize boring and coring operation in basement rock 2;
3), repeat step 2), along the length bearing of trend of groove section 13, formed in groove section 13 multiple sequentially arrange and communicate enter petrosal foramen 14;
4), in groove section 13, adjacent entering between petrosal foramen 14 is formed with hard rock tooth limit 15, and this hard rock tooth limit 15 can be blocked reinforced mesh and be laid not in place, now, adopt in plane set-hammer 19 pairs of groove sections 13 and repair hole, impact hard rock tooth limit 15, make the tunneling boring of groove section 13 reach design size grooving requirement.
In above-mentioned construction method, grab bucket 11 is first utilized to capture the soil body on earth's surface and grooving, and original state soil layer is reserved with on basement rock 2, recycling churning driven cylinder 16 bores original state soil layer and strong-weathered rock, and recycling pick drilling pipe 17 continues to creep in middle decomposed rock, is formed into petrosal foramen 14, sequentially operate, formed along groove section 13 distribute multiple enter petrosal foramen 14, recycling plane set-hammer 19 impacts the adjacent hard rock tooth limit 15 entering petrosal foramen 14 and formed, and makes the tunneling boring of groove section 13 reach design size.
The diaphragm wall that the present embodiment provides enters rock grooving construction device, the plant equipment such as grab bucket 11, churning driven cylinder 16, pick drilling pipe 17 and plane set-hammer 19 are utilized to play respective speciality, construct with strong points, drastically increase continuous wall trench underground efficiency, grooving speed is fast; During trenching construction, adopt pick drilling pipe 17 to revolve to dig and instead of punching pile machine and get core, do not adopt mud circulation, mud use amount greatly reduces, and useless slurry waste residue amount is little, is conducive to on-the-spot general layout and civilized construction, and avoid adjacent enter petrosal foramen 14 there is hole deviation phenomenon; Meanwhile, adopt pick drilling pipe 17 to revolve to dig rock and get core, greatly improve into rock work efficiency, decrease the usage quantity of punching pile machine, be conducive to site safety management, it also avoid in construction process due to the impact that impact endurance test shock produces Subway Facilities, meet construction control requirement; In addition, pick drilling pipe 17 revolves that to take sample complete, can obviously identification rock properties, formation accuracy of judgement.
Because the trenching construction duration is short, cell wall open-assembly time is relatively short, and decrease the cell wall soil body and to cave in risk, slurry trench stability, also makes filling concrete fullness coefficient little, indirectly reduce construction cost.Use plane set-hammer 19 to repair hole thoroughly to bottom hard rock, enable underground connect wall reinforced mesh and install smoothly.
In addition, the original state soil layer of reserved about 5m on the scar of basement rock 2, like this, when churning driven cylinder 16 is when holing, this original state soil layer may be used in pore forming process, churning driven cylinder 16 is play the guiding role, by the constraint of original state soil layer to drilling rod, ensure the verticality of its pore-forming, like this, can effectively prevent scar in groove section 13 from occurring trend, cause bottom land absolute altitude inconsistent, make to act directly on oblique scar in later stage pick drilling pipe 17, easily cause into petrosal foramen 14 deflection, process is difficulty comparatively.
Diaphragm wall enters rock grooving construction device and comprises gas lift reverse circulation structure and mud direct circulation structure, in above-mentioned construction sequence 4) complete after, if enter the bottom sillar of petrosal foramen 14, rock slag is more, gas lift reverse circulation is then adopted to clear up sillar bottom petrosal foramen 14 and rock slag, certainly, when adopting gas lift reverse circulation cleaning sillar and rock slag, the mud direct circulation structure in petrosal foramen 14 can be set into simultaneously, this mud direct circulation structure and gas lift reverse circulation structure synchronization operate, prevent sillar and rock slag from piling up at the cell wall of groove section 13, more effectively realize clear hole effect.
In addition, in the process of clearing up sillar and rock slag, carry out the work of changing mud in groove section 13 simultaneously, ensure that the index of mud and sediment meet design requirement.After groove section 13 clears up sillar and rock slag terminates, then can in groove section 13 under enter reinforced mesh and perfusion cannula, underwater concreting grooving.
Diaphragm wall enters rock grooving construction device and comprises guide groove, in above-mentioned steps 1) before, first complete diaphragm wall axis location and guide groove construction at the scene, and groover is put in place, utilize grab bucket 11 grooving of groover.
Guide groove is that steel concrete is built and formed, and section is in " ┓ ┍ " shape, guide groove comprises two side walls 12, two side walls 12 are arranged in parallel separately, the upper end of side wall 12 is formed with supporting bable tops 121, and supporting bable tops 121 is arranged in construction above the ground, for carrying the main equipment of construction, in addition, the spacing center line of two side walls 12 of guide groove overlaps with the center line of diaphragm wall.Generally, the size of the spacing of two side walls 12 is then the width of groove section 13.
In the process utilizing grab bucket 11 grooving, in retention groove, be filled with mud, like this, along with the continuous increase of the grooving degree of depth, constantly can supplement premium mud in groove, make cell wall keep stable, there will not be the phenomenon that groove caves in.In the present embodiment, diaphragm wall enters rock grooving construction device and comprises slush pump, and this slush pump is used for injecting mud in the groove of grab bucket soil diging groove-forming.
In above-mentioned steps 3) in, with reference to shown in Fig. 5, utilize churning driven cylinder 16 and pick drilling pipe 17 shaping enter petrosal foramen 14 process in, according to two sequence drilling constructions, that is, what in groove, form two sequences of putting of arranging together enters petrosal foramen 14, and the petrosal foramen 14 that enters of two two sequences intersects adjacent layout, like this, can to greatest extent the core of basement rock 2 be taken out.
Diaphragm wall enters rock grooving construction device and comprises and drag for slag drilling pipe, in step 2) in, after being drilled into and being designed into the rock degree of depth or absolute altitude, core is directly taken out, is formed into petrosal foramen 14 in basement rock 2, then use instead and drag for slag drilling pipe 18 entering in petrosal foramen 14 to take out sillar and rock slag, and, note adjusting mud viscosity, strengthen the suspending power of rock slag, remove the sillar bottom petrosal foramen 14 and rock slag as far as possible.
In step 3) in, utilize pick drilling pipe 17 repeatedly to come and go lower boring in groove section 13 scope, as far as possible the core drill of basement rock 2 is taken out groove section 13, measure with the hole of repairing of reducing plane set-hammer 19.
In above-mentioned steps 4) in, before plane set-hammer 19 carries out repairing hole, first accurately verify the position on hard rock tooth limit 15, reexamine the width of plane set-hammer 19, require that the diameter of the width of the width of plane set-hammer 19 and groove section 13 and churning driven cylinder 16 is consistent.
Plane set-hammer 19, when hole is repaiied in impact, adopts heavy hammer and low strike, like this, when plane set-hammer 19 can be avoided to impact basement rock 2, occurs hole deviation phenomenon, and on the other hand, the vibrations that when can reduce to impact, lock produces.Plane set-hammer 19 is repaiied in the process of hole in impact, adopts the clear hole of direct circulation mud circulation, carries rock slag outside bottom land, to ensure impact holing progress.Repair after hole completes, groove size is measured, to ensure that repairing hole puts in place.
The diaphragm wall that the present embodiment provides enters rock grooving construction device, has the following advantages:
1), grooving speed is fast
First grabbed bucket by groover and 11 grab soil to strongly weathered sand-rock, then, rotary digging drilling hole located by wall get rock position leading, get rock successively by two sequence holes, finally, repair hole by the jagged hard rock tooth limit 15 that plane set-hammer 19 pairs of revolve drilling constructions are residual and clear up grooving.This supporting grooving technology, mainly groover grab bucket 11, churning driven cylinder 16, pick drilling pipe 17, the plant equipment such as plane set-hammer 19 supporting, play the speciality of respective plant equipment, construct with strong points, grooving speed is fast.This engineering method efficiency of construction is 4 ~ 6 times that single employing goes out into rock grooving technology.
2), quality is guaranteed
(1), due to the construction period short, cell wall open-assembly time is relatively short, decreases the cell wall soil body and to cave in risk;
(2), to rock stratum process thoroughly, ground-connecting-wall reinforced mesh is installed smoothly;
(3), revolve that to take sample complete, can obviously identification rock properties, formation accuracy of judgement;
(4), to bottom land sediment adopt gas lift reverse circulation technique, guarantee that bottom land sediment thickness meets design requirement.
3), construction cost is lower
(1), speed of application is fast, and unit overall efficiency is high, and mechanical execution cost is relatively low;
(2), soil body open-assembly time is short, slurry trench stability, and filling concrete fullness coefficient is little;
(3), construction in mud use amount and discarded screenings amount little, reduce construction cost;
(4), mainly dig to revolve in work progress, need not rush a machine in a large number and use, mechanical power consumption is few.
4) site safety civilized construction, is conducive to
(1), adopt to revolve and dig, get core, do not adopt mud circulation, mud use amount greatly reduces, and useless slurry waste residue amount is little, is conducive to on-the-spot general layout and civilized construction;
(2), adopt to revolve and dig rock and get core, greatly improve into rock work efficiency, decrease brokenly the usage quantity of rock machinery, be conducive to site safety management.
The foregoing is only preferred embodiment of the present utility model; not in order to limit the utility model; all do within spirit of the present utility model and principle any amendment, equivalent to replace and improvement etc., all should be included within protection domain of the present utility model.
Claims (10)
1. diaphragm wall enters rock grooving construction device, it is characterized in that, basement rock comprises strong-weathered rock, middle decomposed rock and micro-weathered layer, described diaphragm wall enter rock grooving construction device be included in grab native grooving in the soil body of earth's surface grab bucket, in original state soil layer above described basement rock and strong-weathered rock boring and coring churning driven cylinder, hole to be formed in described middle decomposed rock petrosal foramen pick drilling pipe and clear up the adjacent plane set-hammer entering the hard rock tooth limit between petrosal foramen.
2. diaphragm wall as claimed in claim 1 enters rock grooving construction device, it is characterized in that, described diaphragm wall enters rock grooving construction device and comprises gas lift reverse circulation structure for entering sillar bottom petrosal foramen and rock slag described in clearing up.
3. diaphragm wall as claimed in claim 2 enters rock grooving construction device, it is characterized in that, described diaphragm wall enters rock grooving construction device and comprises mud direct circulation structure for operating with described gas lift reverse circulation structure synchronization.
4. the diaphragm wall as described in any one of claims 1 to 3 enters rock grooving construction device, it is characterized in that, described diaphragm wall enter rock grooving construction device comprise be arranged in construction ground lead wall, described wall of leading comprises two separately and the side wall be arranged in parallel, and the spacing center line of two described side walls overlaps with the center line of diaphragm wall.
5. diaphragm wall as claimed in claim 4 enters rock grooving construction device, and it is characterized in that, the upper end of described side wall is formed with supporting bable tops.
6. diaphragm wall as claimed in claim 5 enters rock grooving construction device, and it is characterized in that, described supporting bable tops is arranged in construction above the ground.
7. the diaphragm wall as described in any one of claims 1 to 3 enters rock grooving construction device, it is characterized in that, described diaphragm wall enter rock grooving construction device comprise for described enter to take out in petrosal foramen sillar and rock slag drag for slag drilling pipe.
8. the diaphragm wall as described in any one of claims 1 to 3 enters rock grooving construction device, it is characterized in that, the width of described plane set-hammer and the width of described diaphragm wall are consistent.
9. the diaphragm wall as described in any one of claims 1 to 3 enters rock grooving construction device, it is characterized in that, the width of described plane set-hammer and the width of described churning driven cylinder are consistent.
10. the diaphragm wall as described in any one of claims 1 to 3 enters rock grooving construction device, it is characterized in that, described diaphragm wall enters rock grooving construction device and comprises slush pump for injecting mud in the groove toward described grab bucket soil diging groove-forming.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201520430642.5U CN205100226U (en) | 2015-06-19 | 2015-06-19 | Underground continuous wall goes into rock grooving construction equipment |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201520430642.5U CN205100226U (en) | 2015-06-19 | 2015-06-19 | Underground continuous wall goes into rock grooving construction equipment |
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| Publication Number | Publication Date |
|---|---|
| CN205100226U true CN205100226U (en) | 2016-03-23 |
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201520430642.5U Expired - Fee Related CN205100226U (en) | 2015-06-19 | 2015-06-19 | Underground continuous wall goes into rock grooving construction equipment |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106193080A (en) * | 2016-08-09 | 2016-12-07 | 扬州工业职业技术学院 | A kind of well sinking device and construction method thereof |
| CN115387417A (en) * | 2022-08-26 | 2022-11-25 | 中铁十九局集团有限公司 | Underground diaphragm wall rock-entering grooving device and construction method |
-
2015
- 2015-06-19 CN CN201520430642.5U patent/CN205100226U/en not_active Expired - Fee Related
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106193080A (en) * | 2016-08-09 | 2016-12-07 | 扬州工业职业技术学院 | A kind of well sinking device and construction method thereof |
| CN115387417A (en) * | 2022-08-26 | 2022-11-25 | 中铁十九局集团有限公司 | Underground diaphragm wall rock-entering grooving device and construction method |
| CN115387417B (en) * | 2022-08-26 | 2024-04-30 | 中铁十九局集团有限公司 | Underground diaphragm wall rock-entering grooving device and construction method |
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| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| CF01 | Termination of patent right due to non-payment of annual fee | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20160323 Termination date: 20210619 |