CN102418344B - Injector, drill bit combination structure and combination drilling tool - Google Patents
Injector, drill bit combination structure and combination drilling tool Download PDFInfo
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- CN102418344B CN102418344B CN201110298252.3A CN201110298252A CN102418344B CN 102418344 B CN102418344 B CN 102418344B CN 201110298252 A CN201110298252 A CN 201110298252A CN 102418344 B CN102418344 B CN 102418344B
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Abstract
The invention discloses an injector, a drill bit combination structure and a combination drilling tool. The injector is arranged at the upper end of a down-the-hole hammer impactor and comprises a central grout tube and an annular-shaped high-pressure air channel, wherein the central grout tube is extended along the axial direction and passes through to the impactor; the annular-shaped high-pressure air channel is on the periphery of the central grout tube; the upper end of the central grout tube is communicated with a high-pressure grout pipeline; the side wall of the injector has a plurality of lateral grout spouts communicated with the central grout tube; high-pressure nozzles are arranged in the spouts; the annular-shaped high-pressure air channel of the injector is communicated with a high-pressure air pipeline; and the other end of the annular-shaped high-pressure air channel of the injector is communicated with the impactor to provide drive power for the impactor. The injector can realize all functions of original high-pressure rotary spray equipment, also can meet construction requirements of hard stratum besides an original high-pressure injection grouting method process by allocating a down-the-hole hammer, and even can construct under the geological conditions of strong weathering bedrocks and hydraulic riprap by adjusting a construction process; therefore, the injector has wide application range.
Description
Technical field
The present invention relates to the building foundation equipment used of constructing, refer in particular to the ejector, drill bit combining structure and the way-type drilling unit that in downhole impacting high-pressure jet grouting pile construction, adopt.
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, the playpipe with special nozzle is inserted to design and process after the 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, impacts cutting soil.When energy is large, speed is fast, the dynamic pressure of the injection stream that is the shape of pulse is during over earth structure strength, grogs just peels off from the soil body.The tiny injected slurries of grogs of a part are replaced, along with liquid stream is brought to Tu Mianshang (being commonly called as grout).Remaining grogs mixes with slurry agitation, and in certain puddled soil ratio and regular the rearranging of quality size.After 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 respectively column, strip or blocks.According to the difference of medium and pipeline, mainly contain at present single pipe method, dual pipe method and tri-tube method process.
Single tube jet grouting method is to utilize rig the special nozzle that is arranged on Grouting Pipe (single tube) bottom sides, insert after soil layer desired depth, with devices such as high pressure slurry pumps, pressure with 20MPa left and right, slurries are ejected from nozzle to the impact failure soil body, make slurries and collapse fallen soil from the soil body to be uniformly mixed, through certain hour, solidify, just in soil, form the induration of definite shape, this method Japan is called CCP engineering method.
Dual pipe method is installed a coaxial dual shower nozzle in the bottom of Grouting Pipe, water under high pressure mud sprays from inner tube, and outer tube is the compressed air of 0.7MPa left and right, and cement paste jet is under the protection of air, and the scope of cutting soil increases, and radius of spray is obviously increased.
Tri-tube method, basic principle is: utilize high-pressure hydraulic pump, air compressor and grout pump, respectively water under high pressure, compressed air and cement paste are sprayed from the nozzle of shower nozzle through triple pipe, diameter is different, the triple pipe of dead in line, inner tube is sent water, middle pipe is supplied gas, outer tube send cement paste, and the aqueous vapor of take acts on the soil body as composite injection flows from nozzle penetrates, and the effect of compressive stress and erosion makes injection stream impact the cutting damage soil body, and the function that slurries and soil are uniformly mixed, through certain hour, be frozen into the induration that intensity is higher, transmission coefficient is little.
Above-mentioned existing equipment structure is from simple to complexity, but is not all suitable for firm hard formation, and can only just can reach designing requirement by increasing subsidiary conditions, and pipeline link technique requires high and loaded down with trivial details.In addition, its nozzle is single, and direction is substantially fixing, and nozzle and ejector are one, and each integral replacing cost is higher, and during single reparation, nozzle is shorter application life, and former technique speed of fulfiling hole is slow; Moreover, pipeline and nozzle arrange very easy plugging when more, arrange when less, and natural conditions and the technical standard of pore-forming have certain limitation.
As the application number patent application that is 200510051547.5, 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 with high nozzle in the lower end of boring spray boom 6, bore the seamless steel pipe that has two sealings in spray boom 6, be respectively slurry (water) and manage 31 and tracheae (not shown), bore both sides, top or side installation high-voltage slurry (water) mouth 38 and the high pressure valve 39 of shower nozzle.This brill shower nozzle has aforementioned disadvantages equally.
Summary of the invention
The object of this invention is to provide a kind of ejector, drill bit combining structure and way-type drilling unit, to improve or to overcome the one or more deficiency that prior art exists.
Solution of the present invention is: a kind of ejector, described ejector is located at the upper end of down-hole hammer impactor, described ejector comprises and extends vertically and connect to the center slurry pipe of described impactor and the annular space shape pressure-air path of slurry pipe periphery, center, slurry pipe upper end, described center is connected with high-pressure slip-casting pipeline, described ejector sidewall offers the side direction slurries spout that a plurality of and described center slurry pipe is connected, in described spout, be equiped with high pressure nozzle, the annular space shape pressure-air path of described ejector is connected with high pressure airline, and the other end is connected with described impactor, for impactor provides driving power.
The present invention also proposes a kind of drill bit combining structure, described drill bit combining structure comprises that aforesaid ejector and this ejector bottom are by the down-hole hammer impactor of described taper screwed connection, wherein, the annular space shape pressure-air path of described ejector is connected with the power entrance of down-hole hammer impactor.
The present invention also proposes a kind of way-type drilling unit, and this way-type drilling unit comprises drill rod combination structure and above-mentioned drill bit combining structure.
The features and advantages of the invention are: the nozzle adopting due to existing high-pressure injection technique is more single, direction is substantially fixing, and, therefore nozzle and ejector are one combinations, or even are combined on drill bit,, the cost of each integral replacing is higher, during single reparation, nozzle life is shorter, and nozzle arranges easier plugging when more, and nozzle arranges natural conditions and the technical standard of pore-forming when less certain limitation.Utilization of the present invention 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 caused other positions to damage when changing and repair simultaneously, strong adaptability, 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 utilizing this ejector to be combined with down-hole hammer impactor, therefore, without increasing subsidiary conditions, just can be applicable to firm hard formation, and more simplification of pipeline link technique requirement, technique speed of fulfiling hole is fast.
Accompanying drawing explanation
Fig. 1 is drilling tool schematic diagram used in the prior art.
Fig. 2 A is the structure cross-sectional schematic of the ejector that adopts in a specific embodiment of the present invention.
Fig. 2 B is the schematic top plan view of ejector in Fig. 2 A.
Fig. 3 is the schematic diagram of the way-type drilling unit structure that adopts in a specific embodiment of the present invention.
Fig. 4 A is the structural representation that the gas that adopts in a specific embodiment of the present invention is starched separated damping device.
Fig. 4 B is along the cross-sectional schematic of 2-2 line in Fig. 4 A.
Fig. 4 C is the cross-sectional schematic along 3-3 line in Fig. 4 A.
Fig. 5 is the structural representation that a specific embodiment of the present invention is applied to down-the-hole impulse high voltage rotary jet grouting equipment.
Fig. 6 is the flow chart of a specific embodiment of the construction technology of downhole impacting high-pressure jet grouting pile of the present invention.
Fig. 7 utilizes the curtain pile of technology and equipment formation of the present invention and the schematic cross-section of slope protection pile.
Drawing reference numeral explanation:
10, down-hole hammer impactor 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 are starched separated 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 pad 452, damping spring
453, bolt 46, bottom mounting flange 48, connection boss
50, long spiral unit head 71, air compressor machine 72, down-hole hammer impactor 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, reserved work plane
The specific embodiment
Below in conjunction with the accompanying drawing in the embodiment of the present invention, the technical scheme in the embodiment of the present invention is clearly and completely described, obviously, described embodiment is only the present invention's part embodiment, rather than whole embodiment.Embodiment based in the present invention, those of ordinary skills, not making the every other embodiment obtaining under creative work prerequisite, belong to the scope of protection of the invention.
First the present invention proposes a kind of ejector, described ejector is for being arranged on the upper end of down-hole hammer impactor, it comprises and extends vertically and connect to the center slurry pipe of described impactor and the annular space shape pressure-air path of slurry pipe periphery, center, slurry pipe upper end, described center is connected with high-pressure slip-casting pipeline, described ejector sidewall offers the side direction slurries spout that a plurality of and described center slurry pipe is connected, in described spout, be equiped with high pressure nozzle, the annular space shape pressure-air path of described ejector is connected with high pressure airline, and the other end is connected with described impactor, for impactor provides driving power.Ejector of the present invention can meet outside the repertoire of original high-pressure rotary-spray equipment, also can meet the construction requirement that slip casting method technique firm hard formation is in addition sprayed in former high-pressure injection by being equipped with down-hole hammer, even can under the geological conditions of severely-weathered basement rock and water conservancy project jackstone, construct by adjusting construction technology, technical requirements can further expand, and applies more extensive.
As shown in Fig. 2 A, Fig. 2 B, the structural representation of its specific embodiment that is ejector of the present invention, it is for being connected between drilling rod and down-hole hammer impactor.In the present embodiment, ejector 20 comprises the center slurry pipe 29 of extension vertically and the annular space shape pressure-air path 28 of slurry pipe periphery, center, slurry pipe 29 upper ends in center are connected and communicate with the slurry pipe that connects drilling rod center by high-pressure slip-casting union 21, ejector 20 sidewalls offer a plurality of side direction slurries spouts that are connected with center slurry pipe 29, in spout, be equiped with high pressure nozzle 23, the pressure-air path 28 of ejector 20 communicates with the annular space shape pressure-air path in 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 respectively top jointing 22 to be connected with drilling rod lower end, impactor upper end with bottom jointing 25; Preferably, top jointing 22 and bottom jointing 25 adopt taper screw thread structure, so that reliable sealing to be provided when fixing and being communicated with.As shown in Figure 2 B, the top of described ejector 20 is provided with for the fixing fixed mount of slurry pipe 29 (or fixed head) 26, between this fixed mount 26 and ejector 20 inwalls, forms space, a part of usining as pressure-air path.
As shown in Fig. 2 A, Fig. 2 B, in the spout of ejector 20 sidewalls, be equiped with high pressure nozzle 23, nozzle 23 can be connected with the center slurry pipe of ejector central authorities by seamless steel pipe, easy accessibility.In a specific embodiment of the present invention, this high pressure nozzle 23 adopts hollow hard high-strength bolt 230, this bolt 230 is spirally connected with aforementioned seamless steel pipe, and in this high pressure nozzle 23, be inlaid with the neck bush 231 of carbide alloy, 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 1.8,2.0,2.2 types according to construction technical requirement.
In the present invention, 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, every group of nozzle at least comprises upper and lower two nozzles, and the axis projection position of each nozzle does not coincide, be preferably even interval and arrange.In specific embodiment as shown in the figure, this ejector 20 is provided with the two groups of nozzles in left and right dorsad, two groups of nozzle spaces 180 are spent, wherein one group of nozzle location in left side on the lower side, the slightly top side of one group of nozzle location on right side, can be issued to uniform churning effect in the prerequisite that guarantees ejector rigidity like this.
Based on above-mentioned ejector, the present invention also proposes a kind of drill bit combining structure, shown in figure 2A, Fig. 3, this drill bit combining structure comprises that above-described ejector 20 and this ejector bottom are by the down-hole hammer impactor 10 of described taper screwed connection, wherein, the annular space shape pressure-air path of ejector is connected with the power entrance of down-hole hammer impactor.
Further, the present invention also proposes a kind of way-type drilling unit, and this way-type drilling unit comprises drill rod combination structure and aforesaid drill bit combining structure.Particularly, in one embodiment, as shown in Figure 3, drill rod combination structure from top to bottom comprises that long spiral unit head 50, the gas of coaxial serial connection starches separated damping device 40 and drilling rod 30, gas is starched separated damping device 40 and is provided with air inlet port, high pressure airline is connected with this air inlet port, and high-pressure slip-casting pipeline is connected to long spiral unit head 50, and water under high pressure mud or water under high pressure are starched the slurry pipe line of separated damping device 40, drilling rod 30 and sprayed by ejector 20 through the long spiral unit head 50 of perforation, gas.
As shown in Figure 5, it is the concrete application of above-mentioned ejector of the present invention, drill bit combining structure and drilling assembly, it is applied to down-the-hole impulse high voltage rotary jet grouting equipment, in conjunction with Fig. 5, this equipment comprises borer frame, drill rod combination structure, refractory gunning equipment, drill bit, pressure-air feeding pipe and high-pressure slip-casting pipeline; Wherein said borer frame adopts long-spiral drilling machine frame 90 (not containing drilling tool), and drill bit adopts down-hole hammer impactor 10, and described drill rod combination structure inside is provided with and connects to the slurry pipe of drill bit and the annular space shape pressure-air path in outside thereof; Pressure-air arrives drill bit by the pressure-air path of drill rod combination structure, drives down-hole hammer impactor; High-pressure slip-casting pipeline is connected to the top of drill rod combination structure, and water under high pressure mud or water under high pressure arrive refractory gunning equipment by the slurry pipe being arranged in drill rod combination structure.
In the present invention, its main improvement is adopted way-type drilling unit structure (as shown in Figure 3), and this way-type drilling unit structure comprises drill rod combination structure, refractory gunning equipment and drill bit, wherein, the aforementioned ejector of the present invention of usining, as refractory gunning equipment, is elaborated to other parts of this equipment below.
Due to without soil at the bottom of hole is discharged, therefore, drill rod combination structure is preferably and adopts oil drilling drilling rod 30, and periphery is with the polished rod of blade, but not former long-spiral drilling machine coordinates the long screw drill rod with helical blade of employing conventionally.
In the present invention, be to using pressure-air as the driving power of down-hole hammer impactor 10, preferably, as driving the pressure-air of power to there is the pressure that is not less than 2.0MPa.In preferred embodiment of the present invention, high pressure airline 77 is connected with high-power air compressor machine 71, preferably, is also provided with the grease-box 72 (shown in Figure 5) of down-hole hammer impactor on this high pressure airline 77; High-pressure slip-casting pipeline 87 is connected with high-pressure pump 86, and high-pressure pump 86 connects cement paste pulping system and water supply installation, 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 by pulp-water control valve 85 with water butt 84, to can be connected to drilling rod upper end by pipeline, provides water under high pressure or water under high pressure mud.
Shown in Fig. 3, in a preferred embodiment of the present invention, drill rod combination structure from top to bottom comprises the unit head of coaxial serial connection, gas is starched separated damping device 40, and 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, described gas is starched separated damping device 40 and is provided with air inlet port, high pressure airline 77 is connected with this air inlet port, high-pressure slip-casting pipeline 87 is connected to long spiral unit head 50, the Grouting Pipe that is grouting pump is connected by the Grouting Pipe in the pressure duct on unit head top and the central tube of drilling rod, water under high pressure mud or water under high pressure are through connecting long spiral unit head 50, gas is starched separated damping device 40, the slurry pipe of drilling rod 30 and being sprayed by refractory gunning equipment.
As shown in Fig. 4 A, Fig. 4 B, Fig. 4 C, the gas that the present invention proposes is starched separated damping device and is comprised gas slurry separator and damping device, particularly, this gas is starched separated damping device 40 and is had 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 described 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 described body periphery, described body center connects and is provided with slurry pipe along axis, the sidewall of body is radially offered one or more air inlets 432, inboard wall of tube body and slurry pipe interval arrange and form annular space part, and external high pressure air pipe line is partly communicated with and forms pressure-air path with annular space by this air intake structure, air inlet 432.As shown in the figure, annular space part top seal, and the upper and lower end of described slurry pipe is respectively equipped with thread connecting joint 41.Further, as shown in Figure 4 A, air intake structure comprises the housing 430 of tubular, and this housing 430 is sheathed on body periphery, to form the annular air storage chamber 433 being interconnected between the air inlet port at body and external high pressure air pipe line.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 being arranged in this housing, and this rubber sealing structure comprises a plurality of rubber seal 431 of being located at respectively these air inlet 432 above and belows.
Damping device 45 mainly comprises the sheathed damping rubber pad of body periphery 451, gas slurry separator 43 comprises and is positioned at the top mounting flange 42 of body top and the bottom mounting flange 46 that is positioned at body below, the lower, outer perimeter convex of body is provided 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, damping rubber pad 451 is provided with the perforation corresponding with elastic mounting hole, to utilize bolt 453 that damping rubber pad 451 is located in groove and be arranged in 46 of this connection boss 48 and bottom mounting flanges.As shown in Figure 4 A, in order further to strengthen damping effect, in the perforation of damping rubber pad 451, be also provided with damping spring 452, damping spring 452 is set in bolt 453 peripheries, preferably, in the perforation of each damping rubber pad, be provided with independent damping spring 452, make each bolt 453 periphery string be provided with a plurality of damping springs 452.By the setting of damping device, can effectively reduce the vibration influence of drill bit impact to unit head.
Damping rubber pad 431 is circular, and the periphery of corresponding body lower end 402 inside contracts the hierarchic structure that is formed for installing damping rubber pad 431.At damping device, complete after assembling, utilize aforementioned damping spring 452 and damping rubber pad 451 to make this body portion and 46 of bottom mounting flanges there is a less gap (being preferably 1cm～2cm), be beneficial to bumper and absorbing shock.
In damping device of the present invention, damping rubber pad 431 has good sealing, can reduce aerodynamic loss amount, can also play cushioning effect; When whole system assembling fastening bolt, the bolt hole of 452 pairs of damping rubber pads 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, gas is starched separated damping device and is threaded with the mounting flange of long spiral unit head by being positioned at the top mounting flange of body top, and is threaded with the mounting flange of drilling rod upper end by being positioned at the bottom mounting flange of body below.In addition, 401 places, described body 400 upper end form taper screw thread structure, to be tightly connected mutually with top mounting flange 42; 402 places, body 400 lower end form round outside but spuare inside structure, and 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, to mounting flange 46 upper end 462 suits in bottom are positioned to body 400 lower ends 402.
Providing slurry pipe line in drill rod combination structure of the present invention and ejector is to adopt high-pressure hose or seamless steel pipe, preferably adopts high-pressure hose, the impact on slurry pipe line when reducing drill bit impact.
In sum, mechanical system of the present invention partly comprises rig, drilling rod (including slurry pipe line), spraying 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 long screw drill rod part), and drilling rod adopts oil drilling drilling rod, and the external diameter of drilling rod is preferably 90mm～300mm (for example 142mm), and bit part is air hammer.The quality of machinery integral is easy to control, and quality stability is good, and accessory is complete, convenient for maintaining.Long-spiral drilling machine frame is stablized, frame height, and power is strong, and guidance quality is good, and efficiency is high; Drilling rod rigidity is strong, adopts the conessi of band sealing to connect, and guidance quality is good, solid durable; Pneumatic immpacting drill bit has initiatively impact capacity, and drilling efficiency is high, strong to hard block, rock or hard formation (pebble layer) handling capacity, and correcting is effective, is easy to control drilling rod verticality.
The present invention is strong adaptability when concrete application, only the long screw drill rod of long-spiral drilling machine partly need be replaced by of the present invention through improving the oil drill rocker part of processing, pressure duct is connected to drilling rod top, wherein a road is pressure-air, another road is water under high pressure mud or water under high pressure, pressure-air directly arrives drill bit by drilling rod, drives impactor; High pressure slurry or water arrive spraying system by the pipeline being arranged in 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 downhole impacting high-pressure jet grouting pile equipment, it is to utilize down-hole hammer impactor to produce certain vibratory impulse effect in impacting sinking process, by high pressure air drives impactor, utilize vibration and pressure-air to produce destruction to soil structures, meanwhile, on impactor top, utilize the auxiliary cutting soil effect of high-pressure water jet; Utilize water under high pressure, gas and vibration to provide condition to the cutting damage of the soil body for post-injection cement paste, 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, in a kind of stream, mould state, at high-pressure pump, transfer to after inject high pressure cement paste, soil and cement paste that this stream is moulded state fully mix, and formation diameter is large, the uniform cement earth pile of concrete.
Preferably, shown in Fig. 6, Fig. 7, when the present invention is used for the construction of water-stop curtain stake, this construction technology step comprises:
1) between the slope protection pile 202 after construction, discharge stake position, churning curtain pile 201 is arranged in to the maybe certain distance after this point of two centers between slope protection pile.
2) down-the-hole impulse high voltage jet drill rig in place after, start high power unit head turn drilling rod, impactor to drilling rod bottom provides pressure-air, impactor is started working under high pressure air drives, under shock and 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, provide water under high pressure, 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) through repeatedly carrying, bore lower boring, around the soil body in certain limit is fully softening to make drilling rod, then inject high pressure water is switched to inject high pressure cement paste, through repeatedly carrying up and down, bores lower boring, and forms cement earth pile (or cement-soil solidifying body of other shapes).Shown in Fig. 7.
Selectively, in step 3) after also comprise: according to stratum soil property situation, in conjunction with test pile result, carry out an acceptance inspection, carry out if desired repetition churning; On the other hand, can mend slurry operation to aperture if desired.
Selectively, in step 3) after also comprise: according to code requirement, keep somewhere test block, carry out pile strength test and permeability test.
In described step 1) in, churning curtain pile is arranged in to two slope protection pile centers and outside foundation ditch, is offset 100mm, be not less than 100mm with slope protection pile overlap joint.
In addition, hoisting velocity when drilling tool sprays slip casting is 0.3～1.5m/min, is conventionally not more than 1.2m/min.
Existing technique campshed construction just can form herein hole enlargement (being commonly called as " pregnant ") when cast Underwater Concrete, once drill bit meets hole enlargement phenomenon, there will be biased the moving maybe of stake cannot creep into phenomenon.The present invention can overcome aforementioned disadvantages, as shown in Figure 7, plan to build structure outer 203 inner sides and have reserved work plane 204, the space enclosing structure slope protection pile 202 of having constructed in the original state soil body 200, utilize above-mentioned technique of the present invention 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 meet the construction requirement of minimum campshed spacing, and can guarantee construction quality and good stagnant water effect, make up the deficiency of existing construction technology, save material cost.
During construction, creep in place, start drilling rod (rotation), to drill bit (impactor), provide pressure-air, to shower nozzle, provide water under high pressure, impactor is started working under high pressure air drives, under shock and 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.
Through repeatedly carrying, bore lower boring, around the soil body in certain limit is fully softening to make drilling rod, inject high pressure water is switched to gunite, then bore lower boring through repeatedly carrying up and down, soil and cement paste are fully mixed, make cement earth pile (or cement-soil solidifying body of other shapes).
The present invention takes full advantage of the advantage of each several part, and the machinery after combination has solved the technological problems that carries out high pressure jet grouting in the bad ground of soft and hard alternation.
Technique of the present invention has novelty, impactor produces certain vibratory impulse effect in impacting sinking process, impactor head sprays a large amount of pressure-airs, vibration and pressure-air have certain destruction to soil structures, for the impactor top high pressure jer cutting soil body plays booster action.Water under high pressure enters the effect of vibration of impactor after the soil body soft of soil is played to booster action.Water under high pressure, gas and vibration for next step gunite provides condition, strengthen the scope that cement paste sprays to the cutting damage of the soil body, and cement paste and native mixing are more abundant.
This technique 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 embodiment of the present invention or technical scheme of the prior art, below in conjunction with concrete Application Example of the present invention, carry out exemplary explanation, apparently, accompanying drawing in the following describes is only test application examples more of the present invention, for those skilled in the art, do not paying under the prerequisite of creative work, can also obtain according to these accompanying drawings other accompanying drawing and application.
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, foundation ditch safe class is one-level, consequence of failure is very serious.
2, engineering geological conditions
On in boundary of works area, cover the artificial accumulation horizon of Quaternary system (Q4ml), Quaternary system Holocene series marine sediment layer (Q4m), the Sinian system that underlies Chang Ling subgroup slate (Zwhc).Each stratum is described below:
(1) the artificial accumulation horizon of Quaternary system Holocene series (Q4ml): 1.
1plain fill, 1.
2miscellaneous fill.
(2) Quaternary system marine sediment layer (Q4m): 2.
3muddy Bottoms silty clay, 2.
6cobble.
(3) Sinian system Chang Ling subgroup slate (Zwhc): (12)
1completely decomposed slate, (12)
2severely-weathered slate, (12)
3middle wind slap.
3, Characteristics of Groundwater
This place underground water is mainly pore water and Bedrock Crevice Water by occurrence condition, belongs to diving, slightly tool pressure-bearing property.
Pore water is mainly composed and is existed in fill stratum and boulder bed, and Bedrock Crevice Water is mainly composed and is stored in severely-weathered and middle wind slap, stablizes groundwater level depth 2.64～3.85m, water level elevation 1.17～1.66m during reconnoitring.Year range of stage is 1～3m approximately.
Pore water is seawater, is subject to 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 prospecting, water level elevation 0.75～1.75m, anti-floating water level elevation is 2.0m.
The excretion pathway of underground water is mainly that evaporation and level are drained to 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 Steel Bar In Reinforced Concrete Structure tool weak erosive; Press alternation of wetting and drying, this underground water is to Reinforcing Steel Bar In Reinforced Concrete Structure tool severe corrosive.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 station around underground water is communicated with seawater, cheat outer precipitation infeasible, and through demonstration, decision employing water-stop curtain, cheats interior precipitation scheme.
5, working design parameter
(1) water-stop curtain design adopts double rotary churning pile method, and design stake footpath is 700mm, the long 12.0～25.5m of stake, and pilespacing 400mm, two interlocks are partly 150mm.
(2) churning adopts 42.5 Portland cements, cement mixing content is about 30%, must meet < < building lot treatment technology standard > > (JGJ79-2002), churning water meets < < concrete-agitating water > > (JGJ63-89) requirement.
(3) 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) spray 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.
(7) hoisting velocity when drilling tool sprays slip casting must not be greater than 1.2m/min.
(8) before formal construction, need to carry out test pile, adjust in time construction parameter, to meet construction requirement.
6, construction process
(1) stake position measuring.
(2) raw material such as cement, water, Admixture (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.) is assembled ready.
(4) according to design water/binder ratio configuration cement paste, after stirring and filtering, put into pulp storage tank.
(5) rig is in place, starts rig, carries out the pore-forming of rotary churning pile according to aforementioned construction technology step.
(6) according to code requirement, keep somewhere test block, carry out pile strength test and permeability test.
7, stagnant water effect
Rotary churning pile water stopping curtain has carried out the excavation of foundation trench after having constructed, through to curtain pile inspections of exhuming, pile is all right, stake footpath >=700mm, and stake is long, a footpath, pile strength etc. meet designing requirement.Be excavated to substrate absolute altitude without drainage, stagnant water effect is good.
Adjacent place adopts traditional jet grouting pile construction method, but stagnant water effect is poor, still cannot excavate operation so far.
By this construction, make the construction effect of this technique and traditional rotary churning pile have contrast intuitively, more given prominence to this technique to the sand gravel stratum that is difficult to creep into, the compliance of the bad grounds such as sea, jackstone, the old basis of concrete, basement rock is filled out in erratic boulder, water conservancy project, in each side such as the quality of engineering, duration, costs, all than traditional rotary churning pile, has larger advantage.
Application examples 2: subway station, somewhere
1, project profile
This station is an intermediate station of this subway line.Station is positioned at ，Qie Yangai square in-line under certain square to be arranged, is underground two layers of 12m island station.
Mileage place, effective platform center, station top plate earth-covering thickness 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 the pertinent regulations of < < building foundation pit supporting tecnical regulations > > (JGJ120-99), our station foundation ditch safe class belongs to one-level.Through relatively comprehensive and calculating, station main body space enclosing structure adopts diameter 800mm, the bored pile of pile spacing 1200mm.Our station space enclosing structure adopts sealing scheme, and the former design of water-stop curtain adopts long-auger jet-grouting mixing pile construction.
2, engineering geological conditions
(1) strata condition
Behaviour work in top layer, stratum is banketed, and it is lower rushed diluvial formation (Q41al+pl), Epileistocene in the Quaternary Period and rush diluvial formation (Q3al+pl) for the Recent Epoch in the Quaternary Period.Now boring being disclosed to soil layer in depth bounds 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) Quaternary Period, the Recent Epoch was rushed diluvial formation: silt is layer 3., and silty clay 3.
1layer, powder fine sand 3.
3layer, silty clay is layer 4., and silt is 4.
2layer, silt 4.
3layer.
3) Quaternary Period, the Epileistocene was rushed diluvial formation: powder fine sand 5.
2layer, silty clay is layer 6., and silt is 6.
2layer, circle gravel is layer 7., and medium coarse sand is 7.
1layer, powder fine sand 7.
2layer, silt 7.
3layer, silty clay 7.
4layer, silty clay is layer 8., and silt is 8.
2layer, 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), phreatic aquifer between strata (three) and artesian water (four).This prospecting has no perched water, but due to reasons such as Atmospheric precipitation, pipe leakages, does not get rid of the possibility that part exists perched water.Underground water overview is as follows:
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: phreatic aquifer between strata, 15.75～17.00 meters of initial water level buried depths, 17.32～18.73 meters of absolute altitudes.Its basal water be powder fine sand 5.
2layer.
Perched water is mainly accepted Atmospheric precipitation, pipe leakage and the supply of side direction runoff, evaporating, side direction runoff, the mode that more flows supply downwards drain.Phreatic aquifer lithology is 4. 5. 2 layers of 3 layers and powder fine sand of detail sand, and this layer of water good water permeability, mainly accepts side direction runoff and more flow supply, in side direction runoff mode, drains.The 3rd layer of artesian water larger degree of depth below basis, little to this Effects on Engineering.
3, former long-auger jet-grouting agitation pile water-stop curtain design parameters
Former design adopts long-auger jet-grouting agitation pile (referring to number of patent application 201010238461.4) as water-stop curtain, between fender post, to arrange, with fender post interlock.The former design of agitation pile is positioned at two centers and outside foundation ditch, is offset 300mm, and intended diameter is not less than 900mm, is not less than 100mm with slope protection pile overlap joint, and slope protection pile is risen out diving (two) water surface 1m, the following 5m of stake end embedding foundation ditch bottom surface line simultaneously.
4, the problem that former long-auger jet-grouting agitation pile water-stop curtain exists
(1) preposition operation is loaded down with trivial details: according to [2010] No. 006 civilian relevant regulations of matter two word of feeling at ease in capital construction commission and four, before fender post construction, advanced pedestrian's work inspecting hole is to undisturbed soil, to guarantee underground utilities safety.According to my bid section actual conditions, each inspecting hole is substantially in about 5m, and due to the impact of artificial inspecting hole internal diameter and retaining wall concrete (15cm is thick, C25), after pile body perfusion concrete, top actual diameter is 1100mm, and lower diameter is 800mm.Therefore when construction agitation pile, if adopt former construction technology, need artificial chisel remove after concrete can long spiral under drill hole, otherwise cannot realize the engaged of curtain pile.
(2) creep into feasibility poor: slope protection pile is in work progress, while passing through layer of sand, layer of gravel, very easily because there is the phenomenons such as collapse hole, quicksand under the external force impacts such as mechanical agitation or underground water water burst, during cast Underwater Concrete, just can form herein hole enlargement (being commonly called as " pregnant "), once drill bit meets hole enlargement phenomenon, there will be biased the moving maybe of stake cannot creep into phenomenon, if do not carry out piling in stake place, cannot reach stagnant water effect.
The problems referred to above appear at other bid section of this subway line, workmanship to water-stop curtain affects greatly, through demonstration research, determine, the problem that cannot construct for thoroughly solving long-auger jet-grouting agitator chance firm hard formation or structure, this project adopts the technique of downhole impacting high-pressure jet grouting pile to carry out water-stop curtain construction.
5, Main Construction Technique parameter
(1) curtain pile is now arranged in two centers and outside foundation ditch, is offset 100mm, and intended diameter is not less than 900mm, is not less than 100mm with fender post overlap joint, and curtain pile is risen out diving (two) water surface 1m, the following 5m of stake end embedding foundation ditch bottom surface line simultaneously.
(2) before construction, verification is carried out in stake position, guarantee that curtain pile position is accurate.
(3) in place, the leveling of down-the-hole impulse high voltage jet drill rig, straightening, guarantee that drilling rod perpendicularity deviation is not more than 0.5%.
(4) down-hole hammer rig is debugged, guaranteed that equipment operation is normal, grout pipe line is unobstructed, normal for slurry.
(5) churning adopts 42.5 Portland cements, and cement mixing content is about 20%.
(6) spray 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.
(8) hoisting velocity when drilling tool sprays slip casting must not be greater than 1.2m/min.
(9) before formal construction, need to carry out test pile, adjust in time construction parameter, to meet construction requirement.
6, pile-forming effect
Curtain pile has first carried out 3 test piles, and after excavation, pile-forming effect is as follows:
(1) be excavated to 3.5m, expanded diameter is 1100mm;
(2) excavation is to 5.0m, and expanded diameter is 1250mm;
(3) excavation is to 8.0m, and expanded diameter is greater than 1300mm;
(4), through on-the-spot coring test, pile strength is 3.0MPa.
In work progress, engineering pile is excavated to exposure, show that rotary churning pile and slope protection pile interlock are good, sealing effect amount is remarkable.
Above-mentioned two embodiment of the present invention show, this technique has been implemented national relevant technologies, economic policy, has accomplished advanced technology, economical rationality, safe and applicable, ensure quality, protection of the environment.Not only be applicable to the 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, the 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, there is the not available superiority of other technique.
The present invention explains in detail with previous embodiment, to understand fully for feature and the operational improvement of these reinforcements are provided.In addition, it is also understood that structural feature that these are additional and the operations improvement use of can using separately or mutually combine, and separately or in conjunction with the explanation of the embodiment shown in above-mentioned all features and element and accompanying drawing.Therefore, should be appreciated that the utility model is not limited to the combination of any concrete feature or element, and the Feature Combination of any expectation described here can be implemented and not depart from protection scope of the present invention.
Claims (10)
1. an ejector, it is characterized in that, described ejector is located at the upper end of down-hole hammer impactor, described ejector comprises and extends vertically and connect to the center slurry pipe of described impactor and the annular space shape pressure-air path of slurry pipe periphery, center, slurry pipe upper end, described center is connected with high-pressure slip-casting pipeline, described ejector sidewall offers the side direction slurries spout that a plurality of and described center slurry pipe is connected, in described spout, be equiped with high pressure nozzle, the annular space shape pressure-air path of described ejector is connected with high pressure airline, and the other end is connected with described impactor, for impactor provides driving power.
2. ejector as claimed in claim 1, is characterized in that, described nozzle adopts hollow hard high-strength bolt, and in this nozzle, is inlaid with the neck bush of carbide alloy, and described neck bush is along nozzle shaft to extending out to outside nozzle.
3. ejector as claimed in claim 2, is characterized in that, the wall thickness of described neck bush is not less than 1mm.
4. ejector as claimed in claim 1, is characterized in that, described ejector diametrically Difference angles is provided with two to three groups of nozzles, and every group of nozzle at least comprises upper and lower two nozzles.
5. ejector as claimed in claim 1, is characterized in that, the two ends of described ejector are provided with taper screw thread as connecting portion.
6. a drill bit combining structure, it is characterized in that, described drill bit combining structure comprises that ejector described in claim 1～5 any one and this ejector bottom are by the down-hole hammer impactor of taper screwed connection, wherein, the annular space shape pressure-air path of described ejector is connected with the power entrance of down-hole hammer impactor.
7. a way-type drilling unit, is characterized in that, this way-type drilling unit comprises drill rod combination structure and drill bit combining structure claimed in claim 6.
8. way-type drilling unit as claimed in claim 7, it is characterized in that, described drill rod combination structure from top to bottom comprises that long spiral unit head, the gas of coaxial serial connection starches separated damping device and drilling rod, described gas is starched separated damping device and is provided with air inlet port, described high pressure airline is connected with this air inlet port, described high-pressure slip-casting pipeline is connected to long spiral unit head, and water under high pressure mud or water under high pressure are starched the slurry pipe line of separated damping device, described drilling rod and sprayed by refractory gunning equipment through the described long spiral unit head of perforation, gas.
9. way-type drilling unit as claimed in claim 7, is characterized in that, described drilling rod is oil drilling drilling rod; The upper end of described ejector, lower end utilize respectively taper screw thread structure to be connected with the upper end of drilling rod lower end, down-the-hole air hammer.
10. way-type drilling unit as claimed in claim 7, is characterized in that, the slurry pipe line providing in described drill rod combination structure and/or ejector is to adopt high-pressure hose or seamless steel pipe.
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| CN201110298252.3A CN102418344B (en) | 2011-06-17 | 2011-09-29 | Injector, drill bit combination structure and combination drilling tool |
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| CN201110163828 | 2011-06-17 | ||
| CN201110298252.3A CN102418344B (en) | 2011-06-17 | 2011-09-29 | Injector, drill bit combination structure and combination drilling tool |
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| CN102418344B true CN102418344B (en) | 2014-02-19 |
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| 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 |
| CN2011203701151U Withdrawn - After Issue CN202337983U (en) | 2011-06-17 | 2011-09-29 | Ejector, drill combination structure and combination drilling tools |
| CN201110298252.3A Active CN102418344B (en) | 2011-06-17 | 2011-09-29 | Injector, drill bit combination structure and combination drilling tool |
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| 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 |
| CN2011203701151U Withdrawn - After Issue CN202337983U (en) | 2011-06-17 | 2011-09-29 | Ejector, drill combination structure and combination drilling tools |
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Also Published As
| Publication number | Publication date |
|---|---|
| CN202337979U (en) | 2012-07-18 |
| CN102322058B (en) | 2013-09-25 |
| CN102418344A (en) | 2012-04-18 |
| CN102322058A (en) | 2012-01-18 |
| CN202337983U (en) | 2012-07-18 |
| CN202337976U (en) | 2012-07-18 |
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