CN205116159U - Supporting rig dry process pore -forming bored concrete pile that digs soon of back slip casting - Google Patents
Supporting rig dry process pore -forming bored concrete pile that digs soon of back slip casting Download PDFInfo
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- CN205116159U CN205116159U CN201520837513.8U CN201520837513U CN205116159U CN 205116159 U CN205116159 U CN 205116159U CN 201520837513 U CN201520837513 U CN 201520837513U CN 205116159 U CN205116159 U CN 205116159U
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Abstract
The utility model discloses a supporting rig dry process pore -forming bored concrete pile that digs soon of back slip casting, including setting up the hole stake body in the terrace, stake body in hole comprises concrete and the steel reinforcement cage 3 that sets up in the concrete, the steel reinforcement cage includes that evenly distributed becomes columniform owner's muscle, is provided with the stirrup respectively and strengthens the hoop in the outside and the inboard of main muscle, a plurality of slip casting pipes have evenly been arranged along the circumferencial direction to the steel reinforcement cage, hole stake body lower part is located the rock stratum below and is lateral wall slip casting section to it concreties the section to be provided with the sediment bottom lateral wall slip casting section. The supporting rig dry process pore -forming bored concrete pile that digs soon of back slip casting structure not only a stake end sediment can effectively be concretied, to inlay rock section side friction resistance high for the stake end moreover, the bearing capacity of stake is current, and to dig rig pore -forming bored concrete pile soon high, has wide application prospect, simultaneously arrange the slip casting pipe in the steel reinforcement cage, hold slip casting in order to concrete the sediment in the stake behind the concrete placement, improved the stake end and inlayed rock section side friction resistance.
Description
Technical field
The utility model belongs to churning driven mechanical hole perfusion post technical field, specifically relates to a kind of grouting behind shaft or drift lining supporting rotary drilling rig dry method pore-creating filling pile.
Background technology
Conventional rotary drilling rig pore-creating filling pile has the advantages such as speed of application is fast, flexible and convenient operation, is subject to increasing unit in charge of construction favor pore-forming.Current churning driven mechanical hole building has two kinds of modes:
The first is mud off pore-forming, and mud is retaining wall and suspension body refuse at the Main Function of pile foundation construction, can realize the secondary pile hole cleaning before the pile concreting of hole;
The second is better at geological conditions, adopts dry method pore-forming under the condition that soil layer is comparatively stable;
Above-mentioned two kinds of pore-forming modes, in implementation process, only have when following situations appears in the stake of filling concrete stake holes, just adopt Post Grouting Technique to implement pile foundation process:
(1), after testing find the quality problems such as sediment is blocked up, adopt and carry out slip casting in the stake internal drilling of concreting, consolidation process is carried out to sediment of the hole bottom;
(2), pile foundation supporting capacity can not meet design requirement, built-in slip casting pipe slip casting in stake;
(3), larger-diameter churning driven pore-creating filling pile can not be implemented, built-in slip casting pipe slip casting in stake in scene.
Existing filling pile structure is varied, and such as, publication number is that the Chinese patent of CN103850251A discloses a kind of Model analysis, belongs to the burying technology field of Model analysis load box.It comprises a load box, and epimere reinforcing cage is connected with the top and bottom of load box respectively with hypomere reinforcing cage, between epimere reinforcing cage and load box, be welded with guiding rib; The outer rim of described epimere reinforcing cage and hypomere reinforcing cage is provided with the outer stirrup of reinforcing cage, the lower end of described hypomere reinforcing cage is provided with annular slab.Hypomere reinforcing cage bottom is welded with annular slab, and reinforcing cage and load box can be made to remain on stake holes center when burying underground as far as possible, and two bottom offset bar data deviations can not be caused in late detection process excessive.But existing rotary drilling rig pore-creating filling pile reliability is low, particularly when complex geologic conditions, sediment of the hole bottom thickness difficulty controls, have a strong impact on the supporting capacity of end bearing pile, bring very big potential safety hazard to engineering, the application scenario of serious restriction churning driven mechanical hole perfusion post.
Adopt above-mentioned bored concrete pile technology, in actual applications, main exist following deficiency:
(1), rotary drilling rig mud off pore-creating filling pile, need to prepare mud and mud conditioning in pore forming process, there is problem of environmental pollution to a certain extent.Due to slurrying, just must there is facility, the equipment such as mud pit, slurrying material and slush pump, construction cost is high.Also can exist because of reasons such as concentration of hydraulic mixture, clear hole are not thorough, the phenomenon that sediment thickness at the bottom of hole exceeds standard happens occasionally, serious pile foundation supporting capacity simultaneously;
(2), churning driven dry method pore-forming, hole clearly can only be carried out behind whole hole He before reinforcing bar cage hoisting, after reinforcing bar cage hoisting is in place, just cannot realize secondary pile hole cleaning.Once in reinforcing bar cage hoisting, tremie installation process, generation hole wall falls slag will increase sediment at the bottom of hole, causes slagging thickness to exceed standard;
(3) when finding the quality problems such as pile bottom sediment is blocked up, after testing, then in stake internal drilling slip casting, be a kind of remedial Consolidation mode, cost is high, the construction period is long.Because of the bad existence perforation of degree control or skew when also there is stake internal drilling, affect grouting consolidation effect.
Utility model content
For solving the problem, the utility model provides a kind of grouting behind shaft or drift lining supporting rotary drilling rig dry method pore-creating filling pile.
The utility model is achieved by following technical solution.
A kind of grouting behind shaft or drift lining supporting rotary drilling rig dry method pore-creating filling pile, comprise the hole stake body be arranged in terrace, described hole stake body is made up of concrete and the reinforcing cage be arranged in concrete, described reinforcing cage comprises and is uniformly distributed into columniform main muscle, be respectively arranged with stirrup and Reinforced Hoop in the outside of main muscle and inner side, described reinforcing cage has along the circumferential direction been evenly arranged some Grouting Pipe.
It is side wall grouting section that described hole stake body lower part is positioned at below rock stratum, and bottom side wall grouting section, be provided with sediment consolidation section.
Described Grouting Pipe is made up of lengths of steel pipes and the floral tube section that is positioned at lengths of steel pipes bottom, and the joint being with screw thread is arranged on lengths of steel pipes top.
Described lengths of steel pipes top is provided with three way cock, and on three way cock, be provided with ball valve A, is positioned at above three way cock simultaneously and is also provided with ball valve B in lengths of steel pipes.
Described Grouting Pipe adopts the seamless steel pipe of DN25, and pipe thickness is 3mm, uses mechanical connection.
Described floral tube section is formed for processing some slurry outlets in Grouting Pipe lower part, and the length of floral tube section is the length that stake body in hole embeds in rock stratum, the aperture of slurry outlet is 6 ~ 8mm, and is evenly arranged floral tube Duan Shangcheng is quincunx, and the vertical arrangement pitch of slurry outlet in floral tube section is 50mm.
Wrapping closed by described slurry outlet drawing pin, and slurry outlet external application adhesive tape is wound around.
The quantity of described Grouting Pipe is 3 ~ 5.
Described Grouting Pipe colligation in put more energy into hoop outside, and with stirrup colligation.
The beneficial effects of the utility model are:
Compared with prior art, grouting behind shaft or drift lining described in the utility model supporting rotary drilling rig dry method pore-creating filling pile structure not only sediment of the hole bottom can obtain effective consolidation, and stake end in-rock segment side friction is high, the bearing capacity more existing rotary drilling rig pore-creating filling pile of stake is high, has broad application prospects.Because pile foundation has higher supporting capacity, meeting building (structure) under the condition of the required supporting capacity of pile foundation, a footpath can reduced and reduce construction costs.In addition because this product adopts dry method pore-forming, decrease slurrying and process, can engineering cost be reduced, reduce environment pollution.
The utility model, by adopting dry method pore-forming, without the need to mud off in pore forming process, adopts Qi Qing hole, clear hole, in reinforcing cage, arranges Grouting Pipe, after concreting at pile end grouting with consolidation sediment, improve stake end in-rock segment side friction.
Accompanying drawing explanation
Fig. 1 is the layout intention of the utility model hole stake;
Fig. 2 is the A-A direction view of Fig. 1;
Fig. 3 is phantom drawing of the present utility model;
Fig. 4 is the layout plan of Grouting Pipe in reinforcing cage in the utility model;
Fig. 5 is the phantom drawing of reinforcing cage in the utility model;
Fig. 6 is Grouting Pipe floral tube part structure for amplifying schematic diagram in the utility model;
Fig. 7 is Grouting Pipe pipe fitting head structure for amplifying schematic diagram in the utility model.
In figure: 1-hole stake body, 2-concrete, 3-reinforcing cage, 4-Grouting Pipe, 5-terrace, 6-rock stratum, 7-side wall grouting section, 8-sediment consolidation section, the main muscle of 31-, 32-stirrup, 33 Reinforced Hoop, 41-lengths of steel pipes, 43-floral tube section, 411-three way cock, 412-ball valve A, 413-ball valve B.
Detailed description of the invention
The technical solution of the utility model is further described below in conjunction with accompanying drawing, but described in claimed scope is not limited to.
As shown in Figures 1 to 7, a kind of grouting behind shaft or drift lining described in the utility model supporting rotary drilling rig dry method pore-creating filling pile, comprise the hole stake body 1 be arranged in terrace 5, described hole stake body 1 is made up of concrete 2 and the reinforcing cage 3 be arranged in concrete 2, described reinforcing cage 3 comprises and is uniformly distributed into columniform main muscle 31, be respectively arranged with stirrup 32 and Reinforced Hoop 33 in the outside of main muscle 31 and inner side, described reinforcing cage 3 has along the circumferential direction been evenly arranged some Grouting Pipe 4.This technical scheme by arranging Grouting Pipe 4 in reinforcing cage 3, after concreting at pile end grouting with consolidation sediment, improve stake end in-rock segment side friction.
It is side wall grouting section 7 that described hole stake body 1 bottom is positioned at below rock stratum 6, and bottom side wall grouting section 7, be provided with sediment consolidation section 8.
Described Grouting Pipe 4 is made up of lengths of steel pipes 41 and the floral tube section 42 that is positioned at lengths of steel pipes 41 bottom, and the joint being with screw thread is arranged on lengths of steel pipes 41 top.
Described lengths of steel pipes 41 top is provided with three way cock 411, and is provided with ball valve A412 on three way cock 411, is positioned at above three way cock 411 simultaneously and is also provided with ball valve B413 in lengths of steel pipes 41.
For ensureing Grouting Pipe bonding strength, described Grouting Pipe 4 adopts the seamless steel pipe of DN25, and pipe thickness is 3mm, uses mechanical connection.As grouting behind shaft or drift lining pipe hold concurrently sound detecting pipe time adopt DN50 seamless steel pipe, pipe thickness is 3mm.When pipeline connects, screw place twines sealing adhesive tape, and firmly tightens, and Grouting Pipe 4 in a pre-installation must water filling pressure testing, to check pipeline whether seepage.
Described floral tube section 42 is formed for processing some slurry outlets in Grouting Pipe 4 lower part, and the length of floral tube section 42 is the length that hole stake body 1 embeds in rock stratum 6, the aperture of slurry outlet is 6 ~ 8mm, and in floral tube section 42, become quincunx be evenly arranged, the vertical arrangement pitch of slurry outlet in floral tube section 42 is 50mm.
Wrapping closed by described slurry outlet drawing pin, and slurry outlet external application adhesive tape is wound around.Described floral tube section 42 bottom is provided with plug wire shutoff.
The quantity of described Grouting Pipe 4 is 3 ~ 5.The quantity of described Grouting Pipe 4 is relevant with the diameter of hole stake; As stake footpath≤1600mm, arrange 3; As 1600mm < stake footpath≤2000mm, arrange 4; As 2000mm < stake footpath≤2800mm, arrange 5.As sound detecting pipe hold concurrently Grouting Pipe time, Grouting Pipe adopts DN50 steel pipe, and top uses DN50 to become DN25 pipe collar to connect grouting valve, and Grouting Pipe 4 is connected with the colligation of reinforcing cage 3 reinforcing rib, and Grouting Pipe 4 top 60cm above ground level, is beneficial to mortar depositing construction.
As shown in Figure 4, Figure 5, the colligation of described Grouting Pipe 4 outside hoop 33 of putting more energy into, and with stirrup 32 colligation.Reinforcing cage 3 so should flush bottom main muscle 31.Also must ensure when Grouting Pipe 4 is installed that floral tube section 42 end flushes with stake bottom, preferably can than 10 ~ 20mm slightly low at the bottom of stake.
Construction method step of the present utility model is further described as follows below in conjunction with Fig. 1 to Fig. 7:
(1) pore-forming: adopt rotary drilling rig dry method pore-forming, before concreting, adopt Qi Qing hole, clear hole;
(2) Grouting Pipe is made: Grouting Pipe 4 be divided into the joint of lengths of steel pipes 41, floral tube section 42 and upper bands screw thread to carry out processing and fabricating;
A, the material selecting Grouting Pipe 4 and specification: for ensureing Grouting Pipe bonding strength, Grouting Pipe 4 adopts DN25 seamless steel pipe, pipe thickness is that 3mm uses mechanical connection; As grouting behind shaft or drift lining pipe hold concurrently sound detecting pipe time adopt DN50 seamless steel pipe, pipe thickness is 3mm; When pipeline connects, screw place twines sealing adhesive tape, and firmly tightens, and Grouting Pipe in a pre-installation must water filling pressure testing, to check pipeline whether seepage;
B, floral tube section 42 is processed in Grouting Pipe 4 bottom, the length of floral tube section 42 is the length that embedding rock 6 is held in stake, and slurry outlet aperture is 6 ~ 8mm, the vertical spacing 50mm of eyelet, is quincunxly evenly arranged, and wrapping closed by slurry outlet drawing pin, and slurry outlet external application adhesive tape is wound around;
(3) Grouting Pipe is arranged: be evenly arranged 3 ~ 5 steel pipes as Grouting Pipe 4 along reinforcing cage 3 circumferencial direction;
The layout radical of Grouting Pipe 4 is determined according to the diameter of hole stake, as stake footpath≤1600mm, arranges 3; As 1600mm < stake footpath≤2000mm, arrange 4; As 2000mm < stake footpath≤2800mm, arrange 5.As sound detecting pipe hold concurrently Grouting Pipe time, Grouting Pipe adopts φ 50 steel pipe, and top uses DN50 to become DN25 pipe collar to connect grouting valve, and Grouting Pipe 4 is connected with the colligation of reinforcing cage 3 reinforcing rib, and Grouting Pipe 4 top 60cm above ground level, is beneficial to mortar depositing construction.
Grouting Pipe 4 colligation outside hoop 33 of putting more energy into, and with stirrup 32 colligation, should flush bottom main muscle 31.Also must ensure when Grouting Pipe 4 is installed that floral tube section 42 end flushes with stake bottom, preferably can than 10 ~ 20mm slightly low at the bottom of stake
(4) pile concrete is built: its concrete grammar step is as follows:
A, prepare some concreting conduits cast is on-the-spot, conduit full-length is 2000mm, and diameter is 300mm; When stake footpath is less than 800mm, diameter should be selected to be the tremie of 200mm;
B, concreting conduit before use, should carry out examination and spell and air tight test, have sufficient jackscrew and cushion rubber, conduit should straight, seal water-tight;
C, determine concreting conduit apart from bottom hole pitch from: when stake footpath is less than 1500mm, concreting conduit apart from bottom hole pitch from being 300 ~ 500mm, when stake footpath is more than or equal to 1500mm, concreting conduit apart from bottom hole pitch from being 200 ~ 300mm;
D, determine concrete mix by test, by there being the detection experiment unit of qualification to provide, must have good workability, the concrete slump is preferably 160 ~ 200mm; The quantity of fluid concrete is noted down by field technician, measures at any time and records concreting conduit buried depth and concrete apparent height;
Concrete should be sent into storage bin hopper by E, first batch of concrete continuously, and as stake footpath≤1500mm, storage bin hopper volume is 2.5 ~ 3m
3, as stake footpath≤2000mm, storage bin hopper volume is 4 ~ 4.5m
3, fill after concrete in disposable input stake holes until hopper, to ensure that conduit has certain embedment length in concrete;
F, continous pouring concrete, and control to promote concreting conduit speed, forbid concreting conduit to propose concrete surface.
G, in filling process, with sounding lead well logging position, inner concrete face, hole, in time adjustment concreting depth of tremie, concreting depth of tremie controls within the scope of 2 ~ 6m;
H, filling concrete absolute altitude should exceed design and uprise 500 ~ 1000mm; The raised area cuts after having excavated cushion cap foundation ditch, prevents from damaging pile body when cutting;
(5) clear water splits logical Grouting Pipe: do clear water to Grouting Pipe after concrete final set and split logical, except the sealing playing checkout facility and system and serviceability rate, in pile grouting, also has two important function: one is dredging slip casting passage; Two is be depressed in range of grouting by the fine fraction in sediment and mud layer; Clear water splits logical setting-out amount general control at 0.2 ~ 0.6m3, and the setting-out time is 2 ~ 3 minutes, to press logical be as the criterion (namely the logical rear pump pressure of pressure can obviously decline);
(6) slip casting:
Packer permeability test before A, slip casting, first must carry out packer permeability test before slip casting, to confirm whether Grouting Pipe blocks again, determines slip casting initial pressure;
B, grouting behind shaft or drift lining operation initial time, order and speed should meet the following requirements:
When a, slip casting operation, concrete strength is not less than 80% of design load, carries out ultrasound examination before slip casting;
The distance of b, slip casting operation and pore-forming setting is preferably 8 ~ 10m;
C, equivalent slip casting is implemented successively to each Grouting Pipe of same pile;
D, for pile group slip casting should first periphery, rear inside;
C, grouting parameter should meet the following requirements:
The slurries that a, slip casting adopt PO42.5 level Portland cement to prepare, water/binder ratio gets 0.5 ~ 0.6, underflow after first thin pulp during slip casting;
B, grouting pressure meet the requirements of final pressure, and keep final pressure to be 10min ~ 15min, and end pressure is 2 times ~ 3 times of initial pressure; After slip casting terminates, Grouting Pipe end should take machine plugging to close slurry, closes the slurry time 24h ~ 48h generally at least should be kept just to withdraw, in case underground water is to the partial dilution of slurries, causes the reduction of slurry consolidation intensity;
C, flow rate of grouting are no more than 75L/min;
D, as occurred there is grout or holes around grout leaking lower than normal value or ground in grouting pressure for a long time, and should change to interval slip casting, the intermittent time is preferably 30 ~ 60min, or turns down slurry water gray scale;
When e, beginning slip casting, grouting pressure can be higher, observes the injection situation of pressure meter and slurries, and make a record; Overflow slurry in higher if there is pressure, not enough or stake side, should take measures according to specification;
Curing time after D, slip casting is 7d.
Adopt technique scheme, not only sediment of the hole bottom can obtain consolidation effectively, and stake end in-rock segment side friction can be improved largely, and then the more conventional rotary drilling rig pore-creating filling pile of bearing capacity has and significantly improves, and improves the cost performance of castinplace pile;
Due to the raising of pile foundation supporting capacity, meeting building (structure) under the condition of the required supporting capacity of pile foundation, a footpath can reduced and reduce construction costs;
Owing to adopting dry method pore-forming, decrease slurrying and process, can engineering cost be reduced, reduce environment pollution;
Sediment of the hole bottom can consolidation effectively, and improves stake end in-rock segment side friction, rotary drilling rig pore-creating filling pile pile quality can be made guaranteed, and then can expand the application prospect of rotary drilling rig pore-creating filling pile further.
Claims (9)
1. a grouting behind shaft or drift lining supporting rotary drilling rig dry method pore-creating filling pile, comprise the hole stake body (1) be arranged in terrace (5), it is characterized in that: described hole stake body (1) is made up of concrete (2) and the reinforcing cage (3) be arranged in concrete (2), described reinforcing cage (3) comprises and is uniformly distributed into columniform main muscle (31), be respectively arranged with stirrup (32) and Reinforced Hoop (33) in the outside of main muscle (31) and inner side, described reinforcing cage (3) has along the circumferential direction been evenly arranged some Grouting Pipe (4).
2. a kind of grouting behind shaft or drift lining according to claim 1 supporting rotary drilling rig dry method pore-creating filling pile, it is characterized in that: described hole stake body (1) bottom is positioned at below, rock stratum (6) for side wall grouting section (7), and side wall grouting section (7) bottom is provided with sediment consolidation section (8).
3. a kind of grouting behind shaft or drift lining according to claim 1 supporting rotary drilling rig dry method pore-creating filling pile, it is characterized in that: described Grouting Pipe (4) is made up of lengths of steel pipes (41) and the floral tube section (42) that is positioned at lengths of steel pipes (41) bottom, and the joint being with screw thread is arranged on lengths of steel pipes (41) top.
4. a kind of grouting behind shaft or drift lining according to claim 3 supporting rotary drilling rig dry method pore-creating filling pile, it is characterized in that: described lengths of steel pipes (41) top is provided with three way cock (411), and ball valve A (412) is provided with on three way cock (411), in lengths of steel pipes (41), be positioned at three way cock (411) top be simultaneously also provided with ball valve B (413).
5. a kind of grouting behind shaft or drift lining according to claim 1 supporting rotary drilling rig dry method pore-creating filling pile, is characterized in that: described Grouting Pipe (4) adopts the seamless steel pipe of DN25, and pipe thickness is 3mm, uses mechanical connection.
6. a kind of grouting behind shaft or drift lining according to claim 3 supporting rotary drilling rig dry method pore-creating filling pile, it is characterized in that: described floral tube section (42) is formed for processing some slurry outlets in Grouting Pipe (4) lower part, and the length of floral tube section (42) is the length that hole stake body (1) embeds in rock stratum (6), the aperture of slurry outlet is 6 ~ 8mm, and in floral tube section (42), become quincunx be evenly arranged, the vertical arrangement pitch of slurry outlet in floral tube section (42) is 50mm.
7. a kind of grouting behind shaft or drift lining according to claim 6 supporting rotary drilling rig dry method pore-creating filling pile, is characterized in that: wrapping closed by described slurry outlet drawing pin, and slurry outlet external application adhesive tape is wound around.
8. a kind of grouting behind shaft or drift lining according to claim 1 supporting rotary drilling rig dry method pore-creating filling pile, is characterized in that: the quantity of described Grouting Pipe 4 is 3 ~ 5.
9. a kind of grouting behind shaft or drift lining according to claim 1 supporting rotary drilling rig dry method pore-creating filling pile, is characterized in that: described Grouting Pipe (4) colligation in put more energy into hoop (33) outside, and with stirrup (32) colligation.
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201520837513.8U CN205116159U (en) | 2015-10-27 | 2015-10-27 | Supporting rig dry process pore -forming bored concrete pile that digs soon of back slip casting |
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| Application Number | Priority Date | Filing Date | Title |
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| CN201520837513.8U CN205116159U (en) | 2015-10-27 | 2015-10-27 | Supporting rig dry process pore -forming bored concrete pile that digs soon of back slip casting |
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| CN205116159U true CN205116159U (en) | 2016-03-30 |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106703018A (en) * | 2017-02-20 | 2017-05-24 | 云南建投基础工程有限责任公司 | Superfine filling pile reinforcing cage provided with grouting pipes and acoustic testing pipes and manufacturing method of superfine filling pile reinforcing cage |
| CN110424487A (en) * | 2019-07-12 | 2019-11-08 | 广州穗岩土木科技股份有限公司 | A kind of underground grouting continuous wall construction method |
| CN114319327A (en) * | 2021-12-07 | 2022-04-12 | 上海二十冶建设有限公司 | High-fill-area overlong hole digging cylinder-protection-free reinforcing method and grouting device thereof |
-
2015
- 2015-10-27 CN CN201520837513.8U patent/CN205116159U/en active Active
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106703018A (en) * | 2017-02-20 | 2017-05-24 | 云南建投基础工程有限责任公司 | Superfine filling pile reinforcing cage provided with grouting pipes and acoustic testing pipes and manufacturing method of superfine filling pile reinforcing cage |
| CN106703018B (en) * | 2017-02-20 | 2019-02-22 | 云南建投基础工程有限责任公司 | It is a kind of with Grouting Pipe, the ultra-fine filling pile cage of reinforcement of sound detecting pipe and preparation method thereof |
| CN110424487A (en) * | 2019-07-12 | 2019-11-08 | 广州穗岩土木科技股份有限公司 | A kind of underground grouting continuous wall construction method |
| CN114319327A (en) * | 2021-12-07 | 2022-04-12 | 上海二十冶建设有限公司 | High-fill-area overlong hole digging cylinder-protection-free reinforcing method and grouting device thereof |
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