CN202337983U - Ejector, drill combination structure and combination drilling tools - Google Patents
Ejector, drill combination structure and combination drilling tools Download PDFInfo
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- CN202337983U CN202337983U CN2011203701151U CN201120370115U CN202337983U CN 202337983 U CN202337983 U CN 202337983U CN 2011203701151 U CN2011203701151 U CN 2011203701151U CN 201120370115 U CN201120370115 U CN 201120370115U CN 202337983 U CN202337983 U CN 202337983U
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Abstract
The utility model discloses an ejector, a drill combination structure and combination drilling tools. The ejector is arranged at the top end of a down-the-hole (DTH) hammer impactor, which comprises a central slurry pipe extending along the axial direction and being communicated to the impactor, and an annular high pressure air channel on the periphery of the central slurry pipe. The top end of the central slurry pipe is communicated with a high pressure grouting pipeline, a plurality of lateral slurry ejecting openings communicated with the central slurry pipe are arranged on the lateral wall of the ejector, high pressure nozzles are arranged in the ejecting openings, the annular high pressure air channel of the ejector is communicated with the high pressure air pipeline, and the other end is communicated with the impactor to provide driving power for the impactor. All functions of original high pressure rotary spray equipment can be satisfied, besides, the ejector, the drill combination structure and combination drilling tools can further meet hard formation construction requirements except the original high pressure jet grouting method process by being provided with a down-the-hole hammer, and can even perform construction under geological conditions of strong weathering bedrock and hydraulic riprap by adjusting the construction technology. Accordingly, the ejector, the drill combination structure and combination drilling tools are wide in application.
Description
Technical field
The utility model relates to the used equipment of building foundation construction, refers in particular to the ejector, drill bit combining structure and the way-type drilling unit that are adopted in the down-the-hole impulse high voltage jet grouting pile construction.
Technical background
Jet grounting is on the basis of slip casting method, applying high voltage spraying technique and a new foundation reinforcement method growing up.It is to utilize engineering driller boring as guide hole, after the playpipe that will have a special nozzle inserts the Design Treatment degree of depth, with high-voltage generators such as high-voltage pulse pumps, slurries or water is sprayed from nozzle with the high-pressure spray of 20～40MPa, the impact cutting soil.The dynamic pressure of the injection stream that, speed big when energy is fast, be the shape of pulse is during above earth structure strength, and grogs just peels off from the soil body.The tiny grogs of a part is replaced by the slurries of injection, along with flow is brought to Tu Mianshang (be commonly called as and emit slurry).Remaining grogs and slurries mix, and clocklike arrange again in certain puddled soil ratio and quality size.After treating that slurries solidify, just in soil, form an induration.According to the difference of the high pressure jet stream direction of motion, jet grounting is divided into churning, fixed spray and pendulum spray three kinds, is reinforced the soil body and can forms column, strip or blocks respectively.Different according to medium and pipeline mainly contain single pipe method, dual pipe method and triple pipe method process at present.
The single tube jet grouting method is to utilize rig being installed in the special nozzle of Grouting Pipe (single tube) bottom sides, insert the soil layer desired depth after, with devices such as high pressure slurry pumps; With the pressure about 20MPa; From nozzle, eject the impact failure soil body to slurries, the soil that slurries and avalanche from the soil body are got off mixes, and solidifies through certain hour; Just in soil, form the induration of definite shape, this method Japan is called CCP worker's method.
Dual pipe method is installed a coaxial dual shower nozzle in the bottom of Grouting Pipe, water under high pressure mud sprays from interior pipe, and outer tube is the compressed air about 0.7MPa, and the cement paste jet is under the protection of air, and the scope of cutting soil increases, and radius of spray is obviously increased.
The triple pipe method, basic principle is: utilize high-pressure hydraulic pump, air compressor and grout pump; From the nozzle of shower nozzle, spray through triple pipe water under high pressure, compressed air and cement paste respectively, diameter is different, the triple pipe of dead in line; Interior pipe send water, and middle pipe is supplied gas, and outer tube send cement paste; With the aqueous vapor is that composite injection stream acts on the soil body after nozzle penetrates; The effect of compressive stress and erosion makes injection stream impact the cutting damage soil body, and the function that slurries and soil are mixed, and is frozen into the induration that intensity is higher, transmission coefficient is little through certain hour.
Above-mentioned existing equipment structure is from simple to complicacy, but all is not suitable for firm hard formation, and can only just can reach designing requirement by increasing subsidiary conditions, and the pipeline link technique requires high and loaded down with trivial details.In addition, its nozzle is single, the direction basic fixed, and nozzle and ejector are one, and each integral replacing cost is higher, and nozzle is shorter application life during single reparation, and former technology speed of fulfiling hole is slow; Moreover, the easy plugging of pipeline and nozzle setting is provided with more after a little while, and the natural conditions of pore-forming and technical standard have certain limitation.
It like application number 200510051547.5 patent application; A kind of reciprocating high-pressure injection grouting foundation anti-seepage reinforcement method and equipment thereof are wherein disclosed; As shown in Figure 1, it is to utilize joint 33 (comprising concavo-convex joint 36,37) to be connected with the brill shower nozzle 24 that has high nozzle in the lower end of boring spray boom 6, bores the seamless steel pipe that two sealings are arranged in the spray boom 6; Be respectively slurry (water) pipe 31 and tracheae (not shown), bore the both sides, top or a side of shower nozzle high mud jacking (water) mouth 38 and high pressure valve 39 are installed.This brill shower nozzle has aforementioned disadvantages equally.
The utility model content
The purpose of the utility model provides a kind of ejector, drill bit combining structure and way-type drilling unit, to improve or to overcome or the multinomial deficiency that prior art exists.
The solution of the utility model is: a kind of ejector; Said ejector is located at the upper end of down-the-hole hammering blow device; Said ejector comprises and extends vertically and connect to the center slurry pipe of said impactor and the peripheral annular space shape pressure-air path of center slurry pipe that slurry pipe upper end in said center is connected with the high-pressure slip-casting pipeline, and said ejector sidewall offers the side direction slurries spout that a plurality of and said center slurry pipe is connected; Be equiped with high pressure nozzle in the said spout; The annular space shape pressure-air path of said ejector is connected with high pressure airline, and the other end is connected with said impactor, for impactor provides driving power.
Aforesaid ejector, wherein, said nozzle adopts hollow hard high-strength bolt, and is inlaid with the neck bush of carbide alloy in this nozzle, said neck bush along nozzle shaft outside extending out to nozzle.
Aforesaid ejector, wherein, the wall thickness of said neck bush is not less than 1mm.
Aforesaid ejector, wherein, said ejector different angles position diametrically is provided with two to three groups of nozzles, and every group of nozzle comprises two nozzles up and down at least.
Aforesaid ejector, wherein, the two ends of said ejector are provided with the taper screw thread as connecting portion.
The utility model also proposes a kind of drill bit combining structure; Said drill bit combining structure comprises aforesaid ejector and this ejector bottom down-the-hole hammering blow device through said taper screwed connection; Wherein, the annular space shape pressure-air path of said ejector is connected with the power inlet of down-the-hole hammering blow device.
The utility model also proposes a kind of way-type drilling unit, and this way-type drilling unit comprises drilling rod combining structure and above-mentioned drill bit combining structure.
Aforesaid way-type drilling unit; Wherein, Said drilling rod combining structure comprises that from top to bottom the long spiral unit head of coaxial serial connection, gas slurry separate damping device and drilling rod, and said gas slurry separates damping device and is provided with air inlet port, and said high pressure airline links to each other with this air inlet port; Said high-pressure slip-casting pipeline is connected to long spiral unit head, and water under high pressure mud or water under high pressure separate the slurry pipe line of damping device, said drilling rod through the said long spiral unit head of perforation, gas slurry and sprayed by refractory gunning equipment.
Aforesaid way-type drilling unit, wherein, said drilling rod is the oil drilling drilling rod; The upper end of said ejector, lower end utilize taper screw thread structure to be connected with the upper end of drilling rod lower end, down-the-hole air hammer respectively.
Aforesaid way-type drilling unit, wherein, the slurry pipe line that provides in said drilling rod combining structure and/or the ejector is to adopt high-pressure hose or seamless steel pipe.
The characteristics and the advantage of the utility model are: because the nozzle that existing high-pressure injection technology is adopted is more single, and the direction basic fixed, and; Therefore nozzle and ejector are that one combines, or even are combined on the drill bit; The cost of each integral replacing is higher; Nozzle life is shorter during single reparation, and the nozzle setting is prone to plugging, and the nozzle setting natural conditions and the technical standard of pore-forming more after a little while has certain limitation.The utility model utilization has the ejector of said nozzle, not only the nozzle life cycle long, and change easyly, intermediate link is few, has avoided the risk that when changing and repair, causes other positions to damage simultaneously, compliance is strong, the scope of application is wide.
The drill bit combining structure and the way-type drilling unit that on this ejector basis, propose; Owing to utilize this ejector to combine, therefore, need not to increase subsidiary conditions and just can be applicable to firm hard formation with down-the-hole hammering blow device; And more simplification of pipeline link technique requirement, the technology speed of fulfiling hole is fast.
Description of drawings
Fig. 1 is a drilling tool sketch map used in the prior art.
Fig. 2 A is the structure cross-sectional schematic of the ejector that adopted in the specific embodiment of the utility model.
Fig. 2 B is the schematic top plan view of ejector among Fig. 2 A.
Fig. 3 is the sketch map of the way-type drilling unit structure that adopted in the specific embodiment of the utility model.
Fig. 4 A is that the gas that is adopted in the specific embodiment of the utility model is starched the structural representation that separates damping device.
Fig. 4 B is along the cross-sectional schematic of 2-2 line among Fig. 4 A.
Fig. 4 C is the cross-sectional schematic along 3-3 line among Fig. 4 A.
Fig. 5 is applied to the structural representation of down-the-hole impulse high voltage rotary jet grouting equipment for a specific embodiment of the utility model.
Fig. 6 is the flow chart of the construction technology of the corresponding down-the-hole impulse high voltage rotary churning pile of the utility model.
Fig. 7 is technology and the curtain pile of equipment formation and the schematic cross-section of slope protection pile that utilizes the utility model.
The drawing reference numeral explanation:
10, down-the-hole hammering blow device 20, ejector
21, high-pressure slip-casting union 22, top jointing 23, high pressure nozzle
24, slurry pipe 25, bottom jointing 26, fixed mount
30, drilling rod 40, gas slurry separate damping device 41, jointing
42, top mounting flange 43, gas slurry separator 430, housing
431, skeleton rubber sealing ring 432, air inlet 433, air storage chamber
45, damping device 451, damping rubber cushion 452, damping spring
453, bolt 46, bottom mounting flange 48, connection boss
50, long spiral unit head 71, air compressor machine 72, down-the-hole hammering blow device grease-box
77, high pressure airline 81, grout-stirring barrel 82, filter pulp bucket
83, slurry storing tank 84, water butt 85, pulp-water control valve
86, high-pressure injection pump 87, high pressure slurry pipe line 90, borer frame
200, the original state soil body 201, rotary churning pile 202, slope protection pile
203, plan to build structure outer 204, reservation work plane
The specific embodiment
To combine the accompanying drawing among the utility model embodiment below, the technical scheme among the utility model embodiment is carried out clear, intactly description, obviously, described embodiment only is the utility model part embodiment, rather than whole embodiment.Based on the embodiment in the utility model, those of ordinary skills are not making the every other embodiment that is obtained under the creative work prerequisite, all belong to the scope of the utility model protection.
The utility model at first proposes a kind of ejector; Said ejector is used to be installed in the upper end of down-the-hole hammering blow device; It comprises and extends vertically and connect to the center slurry pipe of said impactor and the peripheral annular space shape pressure-air path of center slurry pipe that slurry pipe upper end in said center is connected with the high-pressure slip-casting pipeline, and said ejector sidewall offers the side direction slurries spout that a plurality of and said center slurry pipe is connected; Be equiped with high pressure nozzle in the said spout; The annular space shape pressure-air path of said ejector is connected with high pressure airline, and the other end is connected with said impactor, for impactor provides driving power.The ejector of the utility model can satisfy outside the repertoire of original high-pressure rotary-spray equipment; Also can satisfy the construction requirement that the firm hard formation beyond the slip casting method technology is sprayed in former high-pressure injection through being equipped with the down-the-hole hammer; Even can under the geological conditions of severely-weathered basement rock and water conservancy project jackstone, construct through the adjustment construction technology; Technical requirements can further enlarge, and uses more extensive.
Shown in Fig. 2 A, Fig. 2 B, it is the structural representation of a specific embodiment of the ejector of the utility model, and it is used to be connected between drilling rod and the down-the-hole hammering blow device.In the present embodiment; Ejector 20 comprises center slurry pipe 29 and the peripheral annular space shape pressure-air path 28 of center slurry pipe that extends vertically; Slurry pipe 29 ends in center are connected with the slurry pipe that connects the drilling rod center through high-pressure slip-casting union 21 and communicate; Ejector 20 sidewalls offer a plurality of side direction slurries spouts that are connected with center slurry pipe 29, are equiped with high pressure nozzle 23 in the spout, and the pressure-air path 28 of ejector 20 communicates with annular space shape pressure-air path in the drilling rod; And the other end communicates with impactor 10, for impactor 10 provides driving power.
Further, the upper and lower end of ejector 20 is to utilize top jointing 22 to be connected with drilling rod lower end, impactor upper end with bottom jointing 25 respectively; Preferably, top jointing 22 adopts taper screw thread structure with bottom jointing 25, in fixing and connection, reliable sealing to be provided.Shown in Fig. 2 B, the top of said ejector 20 is provided with the fixed mount (or fixed head) 26 that is used for fixing slurry pipe 29, forms the space between this fixed mount 26 and ejector 20 inwalls, with the part as the pressure-air path.
Shown in Fig. 2 A, Fig. 2 B, be equiped with high pressure nozzle 23 in the spout of ejector 20 sidewalls, nozzle 23 can be connected easy accessibility with the center slurry pipe of ejector central authorities through seamless steel pipe.In one specific embodiment of the utility model, this high pressure nozzle 23 adopts hollow hard high-strength bolt 230, and this bolt 230 is spirally connected with aforementioned seamless steel pipe; And be inlaid with the neck bush 231 of carbide alloy in this high pressure nozzle 23; Neck bush 231 is outside high pressure nozzle 23 axially extend out to high pressure nozzle 23, and preferably, the wall thickness of neck bush 231 is not less than 1mm; Can bear high pressure and wear-resisting, and be difficult for stopping up.Nozzle diameter can adopt 1.8,2.0,22 types according to construction technical requirement.
In the utility model; Position, direction and the quantity of nozzle can be set according to actual needs; Preferably, the different angles that ejector 20 is radially gone up are provided with two to three groups of nozzles at various height, and every group of nozzle comprises two nozzles up and down at least; And the axis projection position of each nozzle does not coincide, and is preferably even interval and is provided with.In the specific embodiment as shown in the figure; Two groups of nozzles about this ejector 20 is provided with dorsad; Promptly two groups of nozzle spaces 180 are spent; Wherein one group of nozzle location in left side on the lower side, one group of nozzle location on right side slightly leans on the top, can be issued to uniform churning effect in the prerequisite that guarantees ejector rigidity like this.
Based on above-mentioned ejector; The utility model also proposes a kind of drill bit combining structure; With reference to figure 2A, shown in Figure 3; This drill bit combining structure comprises above-described ejector 20 and this ejector bottom down-the-hole hammering blow device 10 through said taper screwed connection, and wherein, the annular space shape pressure-air path of ejector is connected with the power of down-the-hole hammering blow device inlet.
Further, the utility model also proposes a kind of way-type drilling unit, and this way-type drilling unit comprises drilling rod combining structure and aforesaid drill bit combining structure.Particularly; In one embodiment, as shown in Figure 3, the drilling rod combining structure comprises that from top to bottom the long spiral unit head 50 of coaxial serial connection, gas slurry separate damping device 40 and drilling rod 30; The gas slurry separates damping device 40 and is provided with air inlet port; High pressure airline links to each other with this air inlet port, and the high-pressure slip-casting pipeline is connected to long spiral unit head 50, water under high pressure mud or water under high pressure through perforation long spiral unit head 50, the gas slurry separates the slurry pipe line of damping device 40, drilling rod 30 and is sprayed by ejector 20.
As shown in Figure 5; It is the concrete application of above-mentioned ejector, drill bit combining structure and the BHA of the utility model; It is applied to down-the-hole impulse high voltage rotary jet grouting equipment; In conjunction with Fig. 5, this equipment comprises borer frame, drilling rod combining structure, refractory gunning equipment, drill bit, pressure-air feeding pipe and high-pressure slip-casting pipeline; Wherein said borer frame adopts 90 (not containing drilling tool) of long-spiral drilling machine frame, and drill bit adopts down-the-hole hammering blow device 10, and said drilling rod combining structure inside is provided with and connects to the slurry pipe of drill bit and the annular space shape pressure-air path in the outside thereof; Pressure-air arrives drill bit through the pressure-air path of drilling rod combining structure, drives down-the-hole hammering blow device; The high-pressure slip-casting pipeline is connected to the top of drilling rod combining structure, and water under high pressure mud or water under high pressure arrive refractory gunning equipment through the slurry pipe that is arranged in the drilling rod combining structure.
In the utility model; Its main improvement is the way-type drilling unit structure (as shown in Figure 3) that adopted; This way-type drilling unit structure comprises drilling rod combining structure, refractory gunning equipment and drill bit; Wherein,, be elaborated in the face of other parts of this equipment down as refractory gunning equipment with the aforementioned ejector of the utility model.
Owing to need not the soil at the bottom of the hole is discharged, therefore, the drilling rod combining structure is preferably and adopts oil drilling drilling rod 30, and promptly periphery is with the polished rod of blade, but not former long-spiral drilling machine cooperates the long screw drill rod that has helical blade of employing usually.
In the utility model, be, preferably, have the pressure that is not less than 2.0MPa as the pressure-air that drives power with the driving power of pressure-air as down-the-hole hammering blow device 10.In the preferred embodiment of the utility model, high pressure airline 77 links to each other with high-power air compressor machine 71, preferably, also is provided with the grease-box 72 (seeing also shown in Figure 5) of down-the-hole hammering blow device on this high pressure airline 77; High-pressure slip-casting pipeline 87 links to each other with high-pressure pump 86; And high-pressure pump 86 connects cement paste pulping system and water supply installation, and particularly, this cement paste pulping system comprises grout-stirring barrel 81, filter pulp bucket 82, slurry storing tank 83; Water supply installation comprises water butt 84; Slurry storing tank 83 is connected with high-pressure pump 86 through pulp-water control valve 85 with water butt 84, so that can be connected to the drilling rod upper end through pipeline, water under high pressure or water under high pressure mud is provided.
In conjunction with shown in Figure 3; In a preferred embodiment of the utility model; The drilling rod combining structure comprises that from top to bottom the unit head of coaxial serial connection, gas slurry separate damping device 40, reach drilling rod 30; Unit head can directly adopt the unit head (hereinafter to be referred as long spiral unit head 50) of existing long-spiral drilling machine; Said gas slurry separates damping device 40 and is provided with air inlet port, and high pressure airline 77 links to each other with this air inlet port, and high-pressure slip-casting pipeline 87 is connected to long spiral unit head 50; Be that Grouting Pipe in the central tube of the pressure duct of Grouting Pipe through unit head top and drilling rod of grouting pump is connected, water under high pressure mud or water under high pressure are through connecting long spiral unit head 50, gas and starch the slurry pipe of separation damping device 40, drilling rod 30 and being sprayed by refractory gunning equipment.
Shown in Fig. 4 A, Fig. 4 B, Fig. 4 C; The gas slurry that the utility model proposes separates damping device and comprises gas slurry separator and damping device, and particularly, this gas slurry separates damping device 40 and has a body 400; Slurry pipe 874 axially connects this body 400 centers of being located at; Gas slurry separator 43 is located at the top of said body 400, and damping device 45 is located at body 400 bottoms, is specially:
Gas slurry separator comprises body and the sheathed air intake structure of said body periphery; Said body center connects along axis and is provided with slurry pipe; The sidewall of body is radially offered one or more air inlets 432; Inboard wall of tube body and slurry pipe are provided with at interval and form the annular space part, and the external high pressure air pipe line partly is communicated with formation pressure-air path through this air intake structure, air inlet 432 with annular space.As shown in the figure, annular space part top seal, and the upper and lower end of said slurry pipe is respectively equipped with thread connecting joint 41.Further, shown in Fig. 4 A, air intake structure comprises the housing 430 of tubular, and this housing 430 is sheathed on the body periphery, between the air inlet port of body and external high pressure air pipe line, to form the annular air storage chamber 433 that is interconnected.Preferably, the air inlet of body and external high pressure air pipe line are for being oppositely arranged, and air intake structure also comprises the rubber sealing structure that is arranged in this housing, and this rubber sealing structure comprises a plurality of rubber seal 431 of being located at these air inlet 432 above and belows respectively.
Damping device 45 mainly comprises the damping rubber cushion 451 that the body periphery is sheathed; Gas slurry separator 43 comprises top mounting flange 42 that is positioned at the body top and the bottom mounting flange 46 that is positioned at the body below; The lower, outer perimeter of body outwards convexes with and connects boss 48; This connection boss 48 is provided with corresponding elastic mounting hole with bottom mounting flange 46; 46 of the connection boss 48 of body and the bottom mounting flanges of below form groove, and damping rubber cushion 451 is provided with and the corresponding perforation in elastic mounting hole, are arranged in 46 of this connection boss 48 and bottom mounting flanges so that utilize bolt 453 that damping rubber cushion 451 is located in the groove.Shown in Fig. 4 A; In order further to strengthen damping effect; In the perforation of damping rubber cushion 451, also be provided with damping spring 452, damping spring 452 is set in bolt 453 peripheries, preferably; Be provided with independent damping spring 452 in the perforation of each damping rubber cushion, make each bolt 453 periphery string be provided with a plurality of damping springs 452.Through the setting of damping device, can reduce the vibration influence of drill bit impact effectively to unit head.
Damping rubber cushion 431 is circular, and contracting in the periphery of corresponding body lower end 402 is formed for installing the hierarchic structure of damping rubber cushion 431.After damping device is accomplished assembling, utilize aforementioned damping spring 452 and damping rubber cushion 451 to make this body portion and 46 of bottom mounting flanges have a less clearance and (be preferably 1cm～2cm), be beneficial to bumper and absorbing shock.
In the damping device of the utility model, damping rubber cushion 431 has good sealing property, can reduce the aerodynamic loss amount, can also play cushioning effect; When whole system assembling fastening bolt, the bolt hole of 452 pairs of damping rubber cushions 451 of damping spring plays good supporting role, can reduce the impact that bring at other position simultaneously, has buffering effect.
As shown in the figure; Preferably; The gas slurry separates damping device and is threaded with the mounting flange of long spiral unit head through the top mounting flange that is positioned at the body top, and is threaded with the mounting flange of drilling rod upper end through the bottom mounting flange that is positioned at the body below.In addition, 401 places, said body 400 upper ends form taper screw thread structure, to be tightly connected mutually with top mounting flange 42; 402 places, body 400 lower ends form round outside but spuare inside structure, and promptly its lower end forms square inner bore 403, and mounting flange 46 upper ends 462 in bottom form the structure of square-outside and round-inside, so that bottom mounting flange 46 upper ends 462 suits are positioned body 400 lower ends 402.
Providing in the drilling rod combining structure of the utility model and the slurry pipe line in the ejector is to adopt high-pressure hose or seamless steel pipe, preferably adopts high-pressure hose, when reducing drill bit impact to the influence of slurry pipe line.
In sum, the mechanical system of the utility model partly comprises rig, drilling rod (including slurry pipe line), whitewashing system, drill bit (impactor), air compressor machine and supply air line, high-pressure pump and pressure duct, pulping system, supply channel.
Wherein rig partly adopts long-spiral drilling machine frame (not containing the long screw drill rod part), and drilling rod adopts the oil drilling drilling rod, and the external diameter of drilling rod is preferably 90mm～300mm (for example 142mm), and bit part is an air hammer.The quality of machinery integral is easy to control, and quality stability is good, and accessory is complete, convenient for maintaining.The long-spiral drilling machine frame is stablized, frame height, and power is strong, and guidance quality is good, and efficient is high; Drilling rod rigidity is strong, adopts the conessi of band sealing to connect, and guidance quality is good, and is solid durable; The Pneumatic immpacting drill bit has initiatively impact capacity, and drilling efficiency is high, and is strong to hard block, rock or hard formation (pebble layer) handling capacity, and correcting is effective, is easy to control the drilling rod verticality.
The utility model compliance when concrete the application is strong; Only need the long screw drill rod of long-spiral drilling machine partly is replaced by the oil drill rocker part through improvement processing of the utility model; Pressure duct is connected to drilling rod top, and wherein one the tunnel is pressure-air, and another road is water under high pressure mud or water under high pressure; Pressure-air directly arrives drill bit through drilling rod, the driving impact device; High pressure slurry or water arrive the whitewashing system through the pipeline that is arranged in the drilling rod.Pressure-air is provided by high-power air compressor machine, and high pressure slurry or water are provided by high-pressure pump, and high-pressure pump connects cement paste pulping system and supply channel.
As shown in Figure 6; It is the construction technology corresponding to aforementioned down-the-hole impulse high voltage rotary churning pile equipment; It is to utilize down-the-hole hammering blow device in impacting the sinking process, to produce certain vibratory impulse effect, through the high pressure air drives impactor, utilizes vibration and pressure-air that soil structures is produced destruction; Simultaneously, utilize the auxiliary cutting soil effect of high-pressure water jet on impactor top; Utilize water under high pressure, gas and vibration for the post-injection cement paste condition to be provided to the cutting damage of the soil body; Under the dither of down-the-hole air hammer, water under high pressure, high pressure gas, dither produce interlock mechanism, make surrounding soil softening rapidly; Be in a kind of stream and mould state; After high-pressure pump transferred the inject high pressure cement paste to, soil and cement paste that this stream is moulded state fully mixed, and the formation diameter is big, the uniform cement earth pile of concrete.
Preferably, in conjunction with Fig. 6, shown in Figure 7, when the utility model was used for the construction of water-stop curtain stake, this construction technology step comprised:
1) dispensing stake position between the slope protection pile after construction finishes 202 is arranged in the maybe certain distance behind this point of two centers between the slope protection pile with churning curtain pile 201.
2) down-the-hole impulse high voltage jet drill rig in place after; Start high-power unit head turn drilling rod, the impactor to the drilling rod bottom provides pressure-air, and impactor is started working under high pressure air drives; Under impact, vibration and pressure-air effect; Bit part sinks to creeping into while destroying the soil body, when running into firm hard formation or block, and direct impact grinding.When creeping into, to shower nozzle water under high pressure is provided, the shower nozzle on impactor top is being not less than side direction under the pressure of 20MPa (vertical drilling direction) inject high pressure current, the softening soil body of cutting.
3) bore through carrying repeatedly boring down, make around the drilling rod soil body in the certain limit fully softening, again inject high pressure water is switched to the inject high pressure cement paste, bore, form cement earth pile (or cement-soil solidifying body of other shapes) through carrying repeatedly up and down boring down.With reference to shown in Figure 7.
Selectively, after step 3), also comprise: combine test pile result to carry out an acceptance inspection according to the stratum soil property situation, carry out the repetition churning in case of necessity; On the other hand, can mend the slurry operation to the aperture in case of necessity.
Selectively, after step 3), also comprise: keep somewhere test block according to code requirement, carry out pile strength test and permeability test.
In said step 1), the churning curtain pile is arranged in the two slope protection pile centermost 100mm that outside foundation ditch, squints, be not less than 100mm with the slope protection pile overlap joint.
In addition, the hoisting velocity when drilling tool sprays slip casting is 0.3～1.5m/min, is not more than 1.2m/min usually.
Existing technology campshed construction just can form hole enlargement (being commonly called as " pregnant ") herein when pouring into a mould under water concrete, can occur biased the moving maybe of stake in case drill bit meets the hole enlargement phenomenon and can't creep into phenomenon.The utility model can overcome aforementioned disadvantages; As shown in Figure 7, planning to build structure outer 203 inboards has the work plane 204 of reservation, the space enclosing structure slope protection pile 202 of having constructed in the original state soil body 200 and having accomplished; Utilize the above-mentioned technology of the utility model between adjacent slope protection pile, to form rotary churning pile 201; These rotary churning piles can better with support system (bank protection campshed) interlock, can satisfy the construction requirement of minimum campshed spacing, and can guarantee construction quality and good stagnant water effect; Remedy the deficiency of existing construction technology, the economical with materials cost.
During construction, creep in placely, start drilling rod (rotation); To drill bit (impactor) pressure-air is provided, to shower nozzle water under high pressure is provided, impactor is started working under high pressure air drives; Under impact, vibration and pressure-air effect; Bit part sinks to creeping into while destroying the soil body, when running into firm hard formation or block, and direct impact grinding.When creeping into, the shower nozzle on drill bit top is side direction (vertical drilling direction) inject high pressure current under the pressure of about 20MPa, the softening soil body of cutting.
Bore through carrying repeatedly boring down; Make around the drilling rod soil body in the certain limit fully softening, inject high pressure water is switched to gunite, bore through carrying repeatedly up and down boring down again; Soil and cement paste are fully mixed, process cement earth pile (or cement-soil solidifying body of other shapes).
The utility model has made full use of the advantage of each several part, and the machinery after the combination has solved the technological problems that in the bad ground of soft and hard alternation, carries out high pressure jet grouting.
The technology of the utility model has novelty; Impactor produces certain vibratory impulse effect in impacting the sinking process; The impactor head sprays a large amount of pressure-airs; Vibration and pressure-air have certain destruction to soil structures, for impactor top high-pressure water jet cutting soil plays booster action.The vibration effect of impactor is to the softening booster action that plays of the soil body behind the water under high pressure entering soil body.For next step gunite provides condition, the scope that cement paste is sprayed strengthens to the cutting damage of the soil body for water under high pressure, gas and vibration, and cement paste is more abundant with the mixing of soil.
This technology and former single tube, two-tube different with three pipe inspection methods, and its frame for movement part is simple, activities is clear, is easy to construction, and effect is better.
In order to be illustrated more clearly in the utility model embodiment or technical scheme of the prior art; To combine the concrete application implementation example of the utility model to carry out the explanation of exemplary below; Obviously, the accompanying drawing in describing below only is some test application examples of the utility model, to those skilled in the art; Under the prerequisite of not paying creative work property, can also obtain other accompanying drawing and application according to these accompanying drawings.
Application examples 1: certain subway one bid section water-stop curtain engineering
1, project profile
This bid section is positioned at certain one park, city, is the water-stop curtain of certain interval open-cut foundation ditch, excavation of foundation pit area 35000m
2, cutting depth 11.5m, the foundation ditch safe class is an one-level, consequence of failure is very serious.
2, engineering geological conditions
Cover the artificial accumulation horizon (Q4ml) of Quaternary system in the boundary of works area, Quaternary system Holocene series marine sediment layer (Q4m), the Sinian system that underlies Chang Ling son group slate (Zwhc).Each stratum division is following:
(1) the artificial accumulation horizon (Q4ml) of Quaternary system Holocene series: 1.
1Plain fill, 1.
2Miscellaneous fill.
(2) Quaternary system marine sediment layer (Q4m): 2.
3Mud matter silty clay, 2.
6Cobble.
(3) Sinian system Chang Ling group slate (Zwhc): (12)
1The completely decomposed slate, (12)
2Severely-weathered slate, (12)
3Middle wind slap.
3, underground water characteristic
This place underground water is mainly pore water and bedrock fracture water by occurrence condition, belongs to diving, slightly the tool pressure-bearing property.
Pore water is mainly composed and is existed in fill stratum and the boulder bed, and bedrock fracture water is mainly composed and is stored in severely-weathered reaching in the middle wind slap, during reconnoitring, stablizes groundwater level depth 2.64～3.85m, water level elevation 1.17～1.66m.About 1～the 3m of year range of stage.
Pore water is a seawater, receives tidal effect.Groundwater level changes (slightly lagging behind) with sea level fluctuations, annual mean tidal level-0.066m, year high water mark 1.954m; Year lowest water level-2m; Annual mean high water mark 0.964m, annual mean low tide-1.116m, fixed level buried depth 1.4～2.0m during the prospecting; Water level elevation 0.75～1.75m, anti-floating water level elevation are 2.0m.
Phreatic excretion pathway mainly is that evaporation and level are drained to the sea, and main Source Of Supply is the side direction supply of Atmospheric precipitation inflow and seawater.
This underground water is to concrete structure tool weak erosive, and by long-term immersion, this underground water is to reinforcing bar tool weak erosive in the reinforced concrete structure; Press alternation of wetting and drying, this underground water is to reinforcing bar tool severe corrosive in the reinforced concrete structure.Total mineralization of ground water is 34795.6～38541.0mg/l, is seawater.
4, precipitation scheme
According to geologic report, our station is positioned at fills out Haiti district, and underground water is communicated with seawater around the station, and it is infeasible cheat outer precipitation, through demonstration, determines the employing water-stop curtain, cheats interior precipitation scheme.
5, working design parameter
(1) double rotary churning pile method is adopted in the water-stop curtain design, and design stake footpath is 700mm, the long 12.0～25.5m of stake, and pilespacing 400mm, two interlocks partly are 150mm.
(2) 42.5 Portland cements are adopted in churning, and cement mixing content is about 30%, must satisfy " building lot treatment technology standard " (JGJ79-2002), and the churning water satisfies " concrete mixing water " (JGJ63-89) requirement.
(3) the rotary churning pile bottom surface is imbedded to severely-weathered layer bottom surface, and end face is arranged on the above 0.5m of water level.
(4) in the verticality allowable variation 0.5% of stake.
(5) sprayed water slime water gray scale 1: 1, expulsion pressure 25～30kPa.
(6) rotary churning pile water stopping curtain osmotic coefficient k≤1.0 * 10
-6Cm/s.
Hoisting velocity when (7) drilling tool sprays slip casting must not be greater than 1.2m/min.
(8) need carry out test pile before the formal construction, in time adjust construction parameter, so that satisfy construction requirement.
6, construction process
(1) stake position measuring.
(2) cement, water, Admixture raw material such as (triethanolamine and the water glass) retrial of marching into the arena.
(3) construction machinery (down-the-hole impulse high voltage jet drill rig, air compressor machine, high-pressure injection pump, grout-stirring barrel, power distribution cabinet, filter screen etc.) assembling is ready.
(4) according to design water/binder ratio configuration cement paste, through stir and filter after put into pulp storage tank.
(5) rig is in place, starts rig, carries out the pore-forming pile of rotary churning pile according to aforementioned construction technology step.
(6) keep somewhere test block according to code requirement, carry out pile strength test and permeability test.
7, stagnant water effect
Carried out the excavation of foundation trench after rotary churning pile water stopping curtain construction is accomplished, through inspection that curtain pile is exhumed, pile is all right, stake footpath >=700mm, and long a, footpath, pile strength etc. adhere to specification.Being excavated to the substrate absolute altitude does not have drainage, and stagnant water effect is good.
Traditional jet grouting pile construction method is adopted in adjacent place, but stagnant water effect is relatively poor, still can't excavate operation so far.
Through this construction; Make the construction effect of this technology and traditional rotary churning pile that contrast intuitively arranged; Given prominence to the sand gravel stratum of this technology more to being difficult to creep into; The compliance of bad grounds such as sea, jackstone, the old basis of concrete, basement rock is filled out in erratic boulder, water conservancy project, all than traditional rotary churning pile bigger advantage is arranged in each side such as the quality of engineering, duration, costs.
Application examples 2: subway station, somewhere
1, project profile
This station is an intermediate station of this subway line.The station is positioned under certain square, and arranges along this square in-line, is underground two layers of 12m island station.
Mileage place, effective platform center, station top board thickness of earth covering is 2.5m, the about 15.81m of base plate buried depth.Our station open-cut foundation ditch excavation width 21.1m, degree of depth 16.01m, according to " building foundation pit supporting tecnical regulations " pertinent regulations (JGJ120-99), our station foundation ditch safe class belongs to one-level.Through comprehensively relatively reaching calculating, station main body space enclosing structure adopts diameter 800mm, the bored pile of pile spacing 1200mm.The our station space enclosing structure adopts the sealing scheme, and the long-auger jet-grouting mixing pile construction is adopted in the former design of water-stop curtain.
2, engineering geological conditions
(1) strata condition
Behaviour worker in top layer, stratum bankets, and it is down that the Recent Epoch in the Quaternary Period towards diluvial formation (Q41al+pl), Epileistocene in the Quaternary Period are towards diluvial formation (Q3al+pl).The interior soil layer of exposure depth bounds of at present will holing is described below respectively from top to bottom:
1) artificial earth fill's layer: the silt layer that bankets 1., miscellaneous fill 1.
1Layer.
2) Recent Epoch in the Quaternary Period is towards diluvial formation: silt is layer 3., and silty clay 3.
1Layer, the powder fine sand 3.
3Layer, silty clay be layer 4., and silt 4.
2Layer, silt 4.
3Layer.
3) Epileistocene in the Quaternary Period is towards diluvial formation: the powder fine sand 5.
2Layer, silty clay be layer 6., and silt 6.
2Layer, the circle gravel is layer 7., and medium coarse sand is 7.
1Layer, the powder fine sand 7.
2Layer, silt 7.
3Layer, silty clay 7.
4Layer, silty clay be layer 8., and silt 8.
2Layer, the powder fine sand 8.
3Layer.
(2), engineering hydrogeological conditions
This place is composed and is deposited three layers of underground water, and groundwater type is respectively diving (two), interlayer diving (three) and artesian water (four).Perched water is not seen in this prospecting, but owing to reasons such as Atmospheric precipitation, pipe leakages, does not get rid of the possibility that there is perched water in the part.The underground water overview is following:
First floor: diving, 10.10～11.60 meters of depth to water, 22.60～24.48 meters of absolute altitudes.Its basal water be detail sand 4.
3Layer, silt are 4.
2Layer.
The second layer: interlayer diving, 15.75～17.00 meters of initial water level buried depths, 17.32～18.73 meters of absolute altitudes.Its basal water be the powder fine sand 5.
2Layer.
Perched water is mainly accepted Atmospheric precipitation, pipe leakage and the supply of side direction runoff, drains with evaporation, side direction runoff, the downward mode that flows supply more.The phreatic aquifer lithology be detail sand 4. 3 layers with 5. 2 layers of powder fine sands, this layer water good water permeability is mainly accepted the side direction runoff and is flowed supply more, drains with side direction runoff mode.The 3rd layer of artesian water big degree of depth below the basis, little to this effect of project.
3, former long-auger jet-grouting agitation pile water-stop curtain design parameters
Former design adopts long-auger jet-grouting agitation pile (seeing also number of patent application 201010238461.4) as water-stop curtain, between fender post, to be provided with, with the fender post interlock.The former design of agitation pile is positioned at two centermost 300mm that outside foundation ditch, squints, and intended diameter is not less than 900mm, is not less than 100mm with the slope protection pile overlap joint, and slope protection pile is risen out diving (two) water surface 1m, the stake end and embedded the following 5m of foundation ditch bottom surface line simultaneously.
4, the problem of former long-auger jet-grouting agitation pile water-stop curtain existence
(1) preposition operation is loaded down with trivial details: according to [2010] No. 006 civilian relevant regulations of matter two words of feeling at ease among capital construction commission and four, advanced pedestrian worker's inspecting hole is to undisturbed soil, to guarantee underground utilities safety before the fender post construction.According to my bid section actual conditions, about 5m, because the influence of artificial inspecting hole internal diameter and retaining wall concrete (thick, the C25 of 15cm), then the top actual diameter is 1100mm to each inspecting hole behind the pile body perfusion concrete basically, and lower diameter is 800mm.Therefore when the construction agitation pile, if adopt former technology construction, need manual work cut behind the concrete can long spiral under drill hole, otherwise can't realize the engaged of curtain pile.
(2) it is poor to creep into feasibility: slope protection pile is in work progress; When passing through layer of sand, layer of gravel; Very easily because of external force such as mechanical agitation or the underground water water burst influences phenomenons such as hole, quicksand that occur collapsing down, just can form hole enlargement (being commonly called as " pregnant ") herein when pouring into a mould under water concrete, can occur biased moving in case drill bit meets the hole enlargement phenomenon and maybe can't creep into phenomenon; If do not mend stake, then can't reach stagnant water effect in stake place.
The problems referred to above appear at other bid section of this subway line; Workmanship to water-stop curtain affects greatly; Through demonstration research decision; For thoroughly solving the problem that long-auger jet-grouting agitator chance firm hard formation or structure can't be constructed, this project adopts the technology of down-the-hole impulse high voltage rotary churning pile to carry out the water-stop curtain construction.
5, main construction technology parameter
(1) curtain pile is arranged in two centermost 100mm that outside foundation ditch, squints at present, and intended diameter is not less than 900mm, is not less than 100mm with the fender post overlap joint, and curtain pile is risen out diving (two) water surface 1m, the stake end and embedded the following 5m of foundation ditch bottom surface line simultaneously.
(2) before the construction verification is carried out in the stake position, guarantee that the curtain pile position is accurate.
(3) in place, the leveling of down-the-hole impulse high voltage jet drill rig, straightening guarantee that the drilling rod perpendicularity deviation is not more than 0.5%.
(4) the down-the-hole hammer drill machine is debugged, guaranteed that equipment operation is normal, grout pipe line is unobstructed, supplies slurry normal.
(5) 42.5 Portland cements are adopted in churning, and cement mixing content is about 20%.
(6) sprayed water slime water gray scale 1: 1, expulsion pressure 25～30kPa.
(7) rotary churning pile pile strength grade>=1.2MPa, water-stop curtain osmotic coefficient k≤1.0 * 10
-7Cm/s.
Hoisting velocity when (8) drilling tool sprays slip casting must not be greater than 1.2m/min.
(9) need carry out test pile before the formal construction, in time adjust construction parameter, so that satisfy construction requirement.
6, pile-forming effect
Curtain pile has carried out 3 test pile constructions earlier, and excavation back pile-forming effect is following:
(1) be excavated to 3.5m, expanded diameter is 1100mm;
(2) excavate 5.0m, expanded diameter is 1250mm;
(3) excavate 8.0m, expanded diameter is greater than 1300mm;
(4) get the core test through the scene, pile strength is 3.0MPa.
In work progress, engineering piles is excavated exposure, show that rotary churning pile and slope protection pile interlock are good, sealing effect amount is remarkable.
Above-mentioned two embodiment of the utility model show that this technology has been implemented national relevant technologies, economic policy, accomplished advanced technology, economical rationality, safe and applicable, guarantee quality, protected environment.Not only be applicable to general stratum such as plain fill, miscellaneous fill, cohesive soil, sand; And be suitable for the sand gravel stratum that is difficult to creep into; Bad grounds such as sea, jackstone, the old basis of concrete, basement rock are filled out in erratic boulder, water conservancy project; Particularly in slope protection pile+water-stop curtain support system, the not available superiority of other technology is arranged.
The utility model is with the previous embodiment illustrated in detail, so that understand characteristic and the operational improvement that is used to provide these reinforcements fully.In addition, it is also understood that structural feature that these are additional and operations improvement uses of can using separately or mutually combine, and perhaps combine the above-mentioned all characteristics and the explanation of the embodiment shown in element and the accompanying drawing separately.Therefore, should be appreciated that the utility model is not limited to any concrete characteristic or the combination of element, and any desired characteristic combination described here can both not departed from the protection domain of the utility model by enforcement.
Claims (10)
1. ejector; It is characterized in that said ejector is located at the upper end of down-the-hole hammering blow device, said ejector comprises and extends vertically and connect to the center slurry pipe of said impactor and the peripheral annular space shape pressure-air path of center slurry pipe; Slurry pipe upper end, said center is connected with the high-pressure slip-casting pipeline; Said ejector sidewall offers the side direction slurries spout that a plurality of and said center slurry pipe is connected, and is equiped with high pressure nozzle in the said spout, and the annular space shape pressure-air path of said ejector is connected with high pressure airline; And the other end is connected with said impactor, for impactor provides driving power.
2. ejector as claimed in claim 1 is characterized in that, said nozzle adopts hollow hard high-strength bolt, and is inlaid with the neck bush of carbide alloy in this nozzle, said neck bush along nozzle shaft outside extending out to nozzle.
3. ejector as claimed in claim 2 is characterized in that the wall thickness of said neck bush is not less than 1mm.
4. ejector as claimed in claim 1 is characterized in that, said ejector different angles position diametrically is provided with two to three groups of nozzles, and every group of nozzle comprises two nozzles up and down at least.
5. ejector as claimed in claim 1 is characterized in that, the two ends of said ejector are provided with the taper screw thread as connecting portion.
6. drill bit combining structure; It is characterized in that; Said drill bit combining structure comprises each described ejector of claim 1～5 and this ejector bottom down-the-hole hammering blow device through said taper screwed connection; Wherein, the annular space shape pressure-air path of said ejector is connected with the power inlet of down-the-hole hammering blow device.
7. a way-type drilling unit is characterized in that, this way-type drilling unit comprises drilling rod combining structure and the described drill bit combining structure of claim 6.
8. way-type drilling unit as claimed in claim 7; It is characterized in that; Said drilling rod combining structure comprises that from top to bottom the long spiral unit head of coaxial serial connection, gas slurry separate damping device and drilling rod; Said gas slurry separates damping device and is provided with air inlet port; Said high pressure airline links to each other with this air inlet port, and said high-pressure slip-casting pipeline is connected to long spiral unit head, and water under high pressure mud or water under high pressure separate the slurry pipe line of damping device, said drilling rod through the said long spiral unit head of perforation, gas slurry and sprayed by refractory gunning equipment.
9. way-type drilling unit as claimed in claim 7 is characterized in that, said drilling rod is the oil drilling drilling rod; The upper end of said ejector, lower end utilize taper screw thread structure to be connected with the upper end of drilling rod lower end, down-the-hole air hammer respectively.
10. way-type drilling unit as claimed in claim 7 is characterized in that, the slurry pipe line that provides in said drilling rod combining structure and/or the ejector is to adopt high-pressure hose or seamless steel pipe.
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| CN2011203701151U CN202337983U (en) | 2011-06-17 | 2011-09-29 | Ejector, drill combination structure and combination drilling tools |
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| CN201110163828 | 2011-06-17 | ||
| CN201110163828.5 | 2011-06-17 | ||
| CN2011203701151U CN202337983U (en) | 2011-06-17 | 2011-09-29 | Ejector, drill combination structure and combination drilling tools |
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| CN2011203750603U Withdrawn - After Issue CN202337976U (en) | 2011-06-17 | 2011-09-29 | In-hole impact high-pressure jet grouting equipment |
| CN201110298252.3A Active CN102418344B (en) | 2011-06-17 | 2011-09-29 | Injector, drill bit combination structure and combination drilling tool |
| CN2011203701151U Withdrawn - After Issue CN202337983U (en) | 2011-06-17 | 2011-09-29 | Ejector, drill combination structure and combination drilling tools |
| CN201110293700.0A Active CN102322058B (en) | 2011-06-17 | 2011-09-29 | Construction process and equipment for downhole impacting high-pressure jet grouting pile |
| CN2011203703142U Expired - Lifetime CN202337979U (en) | 2011-06-17 | 2011-09-29 | Air slurry separation device and drill rod combination structure with same |
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| CN201110298252.3A Active CN102418344B (en) | 2011-06-17 | 2011-09-29 | Injector, drill bit combination structure and combination drilling tool |
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| CN1944809A (en) * | 2006-10-26 | 2007-04-11 | 上海隧道工程股份有限公司 | Three pipe double high pressure rotary jet sprouting reinforced construction method and its equipment |
| CN200999592Y (en) * | 2007-01-08 | 2008-01-02 | 天津雷华科技有限公司 | Gyroscope drill and piling machine with gyroscope drill |
| CN101736745A (en) * | 2008-11-20 | 2010-06-16 | 中铁十六局集团有限公司 | Process for reinforcing double high pressure triple pipe |
| CN101831906B (en) * | 2009-03-09 | 2012-05-30 | 钱圣德 | Dry type pneumatic rock drilling pile-driving machine and working method thereof |
| CN202337976U (en) * | 2011-06-17 | 2012-07-18 | 北京荣创科宏岩土工程有限公司 | In-hole impact high-pressure jet grouting equipment |
-
2011
- 2011-09-29 CN CN2011203750603U patent/CN202337976U/en not_active Withdrawn - After Issue
- 2011-09-29 CN CN201110298252.3A patent/CN102418344B/en active Active
- 2011-09-29 CN CN2011203701151U patent/CN202337983U/en not_active Withdrawn - After Issue
- 2011-09-29 CN CN201110293700.0A patent/CN102322058B/en active Active
- 2011-09-29 CN CN2011203703142U patent/CN202337979U/en not_active Expired - Lifetime
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102418344A (en) * | 2011-06-17 | 2012-04-18 | 北京荣创科宏岩土工程有限公司 | Injector, drill bit combination structure and combination drilling tool |
| CN102418344B (en) * | 2011-06-17 | 2014-02-19 | 北京荣创科宏岩土工程有限公司 | Injector, drill bit combination structure and combination drilling tool |
| CN106988306A (en) * | 2017-03-09 | 2017-07-28 | 山东省建筑科学研究院 | A kind of mixing jet-grouting drilling tool |
| CN106988306B (en) * | 2017-03-09 | 2021-06-01 | 山东省建筑科学研究院 | Drilling tool for stirring rotary jetting |
Also Published As
| Publication number | Publication date |
|---|---|
| CN102418344A (en) | 2012-04-18 |
| CN102418344B (en) | 2014-02-19 |
| CN102322058A (en) | 2012-01-18 |
| CN202337976U (en) | 2012-07-18 |
| CN102322058B (en) | 2013-09-25 |
| CN202337979U (en) | 2012-07-18 |
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