CN1236146C - Method and apparatus for forming shaped pile by drilling, high-pressure letting to enlarge hole and pressure pouring of concrete - Google Patents
Method and apparatus for forming shaped pile by drilling, high-pressure letting to enlarge hole and pressure pouring of concrete Download PDFInfo
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- CN1236146C CN1236146C CN 02132652 CN02132652A CN1236146C CN 1236146 C CN1236146 C CN 1236146C CN 02132652 CN02132652 CN 02132652 CN 02132652 A CN02132652 A CN 02132652A CN 1236146 C CN1236146 C CN 1236146C
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Abstract
The present invention relates to a method and an apparatus for forming shaped piles by drilling, high-pressure jetting to enlarged holes and pressure pouring of concrete, which relates to a method for pouring piles for foundation engineering construction and an apparatus for forming piles. The method comprises: b, a pile end enlarging head, after drilling is up to design elevation, when a drill is lifted, high-pressure medium is jetted to the side wall of a pile hole bottom from a nozzle arranged in a drill bit flank, so hole bottom diameter is enlarged, and then the concrete poured under pressure; c, forming the shaped piles, during the course of lifting the drill, the high-pressure medium is jetted to the hole wall of a pile hole from the nozzle at the inner side of the drill bit flank, so the local hole diameter of the pile hole is enlarged, and the concrete is continuously poured under pressure into the pile hole from a discharge port at the bottom of a drill bit to form the shaped piles. In the apparatus, a jet pipe (3) is fixed on the inner wall of a drilling rod of the drill (1); the upper end of the jet pipe is connected with a turning apparatus (5), and a nozzle (4) at the lower end of the jet pipe is fixedly connected with the inner side of the drill bit flank. The piles formed by the method have the advantage of high single pipe bearing capacity. The apparatus can not reduce jetting pressure, and is easy to form the enlarged holes.
Description
Technical field: what the present invention relates to that basic engineering construction uses builds piling method and used pile making device, specifically relates to a kind of piling method of reinforced concrete pile and used device of pouring into.
Background technology: in engineerings such as pile foundation ground stabilization, foundation ditch retaining wall, reservoir leak stopping, often adopt reinforced concrete pile or by methods such as diaphragm walls under building up.The piling method that often adopts both at home and abroad has following several at present:
1, U.S. Pat-No. 2920455 discloses a kind of piling method: its activities is to get into the desired depth back with auger stem to promote the drilling rod limit with near do not collapse the aperture height in hole of the compressed air force feed concrete of 0.6～0.7Mpa, in the emptying aperture of the top in the hole that do not collapse, put into the reinforcing cage [reinforcing cage can't insert and irritate the concrete that send for the first time this moment] that adapts to the emptying aperture degree of depth then, and then from last penetration concrete, thereby form the short reinforced concrete pile of darker plain concrete pile in bottom and top.The defective of this method is: concrete perfusion is to be the compressed air force feed of 0.6 ~ 0.7Mpa with pressure, stake is when soil layer combines on every side, especially under the big or soft geological conditions of moulding mud of void content, because the diffusion of slurries is run off, and the contraction of concrete self, can't vibrate in addition, the constriction so that the fracture of pile body may occur, so that the weakening of pile peripheral friction force.This in addition stake major part is a plain concrete, and steel concrete can only be done local one section, so the pile body bulk strength is not high.
2, pip worker's method [the perfusion steel concrete process of introducing in the kind and the speciality of underground wall constructing process " stake row formula " literary composition of Japan's " basic worker " academic periodical the 8th phase of nineteen eighty-two] be when pore-forming is carried brill from the grout outlet that is located at drill bit with the pressure extrusion slurries of 0.7Mpa and fill with whole hole, put into reinforcing cage then, after the concrete setting reinforced concrete slurry stake.Pip worker's method is the once grouting pile of low-pressure since the diffusion of slurries, infiltration, loss and fixed in factors such as the contraction gap that can cause the pile body and the soil body, a side-friction force weakened and be prone to problems such as necking down, broken pile.
3, Cip worker's method [the another kind perfusion steel concrete process of introducing in " kind and the speciality of the underground wall constructing process of stake row formula " literary composition of Japan's " basic worker " academic periodical the 8th phase of nineteen eighty-two] is only under the good geological conditions that does not have underground water, drift sand and the hole that collapses fully, after getting into projected depth drilling rod is proposed, in the hole, put into reinforcing cage and Grouting Pipe, in the hole, fill up pellet again, and reach the aperture until slurries with pressure injection cement paste of pressure of 0.6～0.7Mpa, what its formed is whole reinforced concrete pile.Other defective and pip worker's method are basic identical.
4, the processing step of Chinese patent CN86100705B number " bore slurry pressuring pile-forming " is: hole to desired depth, carry brill simultaneously by be located at nozzle on the drill bit to hole inner high voltage spray slurries to the height that does not have the hole danger of collapsing, in the hole, put into reinforcing cage and Grouting Pipe behind the proposition drilling rod at the bottom of the hole, fill up pellet, mend to starch to slurries by Grouting Pipe secondary high-pressure in the hole and reach the aperture.Its material of stake with the perfusion of this kind piling method belongs to no husky concrete, and pile strength is not high; Secondly the purpose of high-pressure slip-casting is at stratum, the hole retaining wall that collapses, and it does not increase substantially a bearing capacity of pile tip and a stake side-friction force; This arts demand second pulp feeding also influences efficiency of construction in addition.
5, the technology of Chinese patent CN93100888.3 number " pile-making method of concrete-cast drillhole " is to hole to desired depth with the concrete perfusion rig, when mentioning drilling rod, pass through the pressure injection cement paste of rig core pipe discharging opening with 0.1-7.5Mpa, its injection rate is the 3-10% of orifice volume, the limit promotes the drilling rod limit and is pressed into concrete to the position a little more than the hole danger of not collapsing, propose drilling rod and put into reinforcing cage, concrete perfusion is to design height.Though with this kind method " bore slurry pressuring pile-forming " on pile strength, speed of application, increase, do not solve the problem that diameter at the bottom of the expanded hole increases bearing capacity of pile tip, in addition the side frictional resistance improve also very limited.
6, Chinese patent ZL96109873.2 number, the technology of " the spray wing, immersed tube "forming column " is to adopt pipeline sinking pile machine immersed tube on earth, finish descending reinforcing cage and concrete perfusion then, when allotting a pipe, form the tabular grey soil body by being arranged on the pile lining outside inject high pressure cement paste of nozzle all around, after the stake pipe proposed, this tabular grey soil body was connected with stake pipe inner concrete and forms the stake of flank mechanism.Therefore this method drilling tool does not rotate, and can not add diameter at the bottom of the macropore by the high-pressure rotary-spray cement paste, so bearing capacity of pile tip can not increase substantially.Noise was bigger when this method was with the vibrations immersed tube in addition, and construction is subjected to bigger restriction in the urban district.And with static pressure, immersed tube because of the restriction on weight of equipment finite sum stratum also difficulty comparatively of immersed tube often.
7. Chinese patent application number: 01127991.5 borehole pump pouring large flow concrete hole-bottom grout-jetting expands end "forming column and pile making device.Its processing step is: after boring finishes, pass through the interior Grouting Pipe gunite in the hole that hangs of drill bit before the injecting concrete, string moves drilling tool up and down simultaneously, penetrates to starch and finishes to carry out injecting concrete and insert reinforcing cage.This method shortcoming is: because the high-pressure injection pipe is suspended in the drilling rod, unfixed playpipe is under the effect of counter-force when high-pressure injection, be close to the drilling rod inwall backward, cause it to add nozzle to the outer peripheral distance of blade apart from increase, so cause huge the subtracting of expulsion pressure to be difficult to form expanded hole apart from hole wall.Because it is fixing that shotcrete pipe is suspended in the drilling rod, the obstruction concrete easily bends, ruptures when the outstanding commentaries on classics of drilling tool.Go here and there drilling tool up and down at caving ground in addition and easily cause the large tracts of land hole wall collapse, and then the pile difficulty.This method can not form the reed type stake recklessly of screw type stake, aerofoil profile stake and sugar.
In the above-mentioned piling method in various degree have that bearing capacity of pile tip side frictional resistance lower, stake is less, pile strength is low, adapt to the stratum ability, problems such as necking down, pile breaking phenomenon and efficiency of construction are low easily take place.
Summary of the invention: the invention provides a kind of boring high-pressure jetting reaming guncreting shaped pile piling method and equipment therefor.This method has solved existing piling method and has had that bearing capacity of single pile side frictional resistance lower, stake is less, pile strength is low, adapt to the stratum ability, problems such as necking down, pile breaking phenomenon and efficiency of construction are low easily take place; This device solves existing pile making device make huge the subtracting of expulsion pressure and be difficult to form the problem of expanded hole.Piling method of the present invention comprises following steps: b, stake end enlarged footing, hole to design elevation with long-spiral drilling machine, when carrying drilling tool, from the nozzle that is installed in drill bit flank inboard to the sidewall inject high pressure medium of stake hole bottom, make enlarged-diameter at the bottom of the hole, drilling tool fall then at the bottom of the hole, and the drilling rod by hollow is by discharging opening guncreting in the stake hole of drill bit bottom; C, form shaped pile: in the last process of carrying drilling tool, from the nozzle of drill bit flank inboard,, a local aperture, a hole is enlarged, and continue discharging opening guncreting in the hole, form shaped pile by the drill bit bottom to the hole wall inject high pressure medium in stake hole.Above-mentioned high-pressure medium is water or water glass, or strength grade is 32.5～52.5, water/binder ratio is (0.6～1.2): 1 portland cement (referring to GB175-1999).The pressure of above-mentioned ejection medium is 10～40Mpa.Above-mentioned concrete slump is controlled at 18～25cm, and this concrete is that 32.5～52.5 portland cement, the stone of particle diameter 0.5～2.0cm, medium coarse sand, water are formed by strength grade, also can add flyash in concrete.Pile making device of the present invention comprises delivering concrete and the drilling tool of holing, is fixed on the drill bit that has discharging opening of drilling tool lower end, it also includes playpipe on the drilling rod inwall that is fixedly connected on drilling tool, is installed in high-pressure medium is carried in the drilling tool upper end to playpipe when drilling tool rotation and lifting slewing equipment, the nozzle that is connected the playpipe lower end is fixedly connected on the inboard of drill bit flank, the jet of nozzle is positioned at the outward flange of drill bit, and the upper end of playpipe connects slewing equipment.This device both can inject high-pressure medium (cement paste, water, bath of glass etc.), but concrete perfusion again, and be independent of each other.Because playpipe is to be fixed on the drilling tool inwall, thereby the concrete phenomenon of bending, fracture and obstruction can not appear when boring; Because the jet of nozzle is positioned at the outward flange of drill bit, therefore the pressure that can not reduce to spray forms expanded hole easily.Bearing capacity of single pile calculating formula with method of the present invention (WZ worker's method) and the formed boring high-pressure jetting reaming guncreting shaped pile of device is as follows:
(a) when determining the vertical ultimate bearing capacity of single pile standard value, be calculated as follows according to the physical index of soil and the empirical relation between the bearing capacity parameter:
Q
uk＝Q
SK+Q
PK＝μ∑q
sik·l
i·t
si+∑q
pik·A
pi·t
pi
(b) enlarged footing is got Q
Pk=A
PiQ
PikT
PiA
Pik-stake end enlarged footing area, μ-pile body girth, q
SipThe limit collateral resistance standard value of-stake side i layer can be got by looking in JGJ94-94 table during as no field data by " report of engineering geological exploration " value.q
Pik-pile enlarged foot i layer end resistance standard value can be got by looking in JGJ94-94 table during as no field data by " report of engineering geological exploration " value.l
iThe thickness of i layer soil is passed through in-stake.A
PiLong-pending (the m of-stake end enlarged footing i aspect
2), can be according to table 1 value, t
SiThe raising parameter of all i layer soil of-stake, t
PiThe raising coefficient of-stake end i layer soil.
(c) Q under no groundwater condition
Sik, Q
PikGet dry hole concrete bored concrete pile side frictional resistance and stake end; Q under the groundwater condition is being arranged
Sik, Q
PikValue is held (seeing technical code for building pile foundation JGJ-94-94) by concrete bored concrete pile side frictional resistance and stake under water.
Boring high-pressure jetting reaming pressure concrete injecting shaped pile and the contrast of ordinary concrete castinplace pile bearing capacity of single pile.
A: the ordinary concrete pouring pile bearing capacity calculates:
Q
UK＝Q
SK+Q
PK＝μ∑q
sik·l
i+q
pk·Ap
B:WZ worker's method;
Q
uk＝Q
SK+Q
PK＝μ∑q
sik·l
i·t
si+∑q
pik·A
pi·t
pi
On identical stratum: (1) Qsk improves 1.2-2 doubly; (2) Qpk improves (seeing Table 2).
Table 1 boring high-pressure jetting reaming pressure concrete injecting shaped pile enlarged footing diameter reference value
Annotate: N is a standard injection value.
Bearing capacity of pile tip contrast behind the table 2 WZ worker method expanded hole:
Very big with the bearing capacity of single pile raising that piling method of the present invention forms as can be seen by contrast (seeing Table 2), and the side frictional resistance of stake is big, pile strength is big, and can adapt to multiple different stratum, be difficult for necking down, pile breaking phenomenon take place, and improved the efficient of construction.
Description of drawings: Fig. 1 is the process chart of the specific embodiment one, Fig. 2 is the process chart of the specific embodiment two, Fig. 3 is the process chart of the specific embodiment three, Fig. 4 is the structural representation of pile making device in the specific embodiment one, Fig. 5 is the structural representation of drilling tool 1 lower end, Fig. 6 is that the B of Fig. 5 is to view, Fig. 7 is the structural representation of slewing equipment 5, Fig. 8 is the A-A sectional view of Fig. 5, Fig. 9 is the schematic cross-section of many prismatics stake in the specific embodiment two, and Figure 10 is the schematic cross-section of many prismatics stake bottom pile foundation in the specific embodiment two.
The specific embodiment one: the piling method of present embodiment is (the consulting Fig. 1) of carrying out as follows: a, holes to design elevation with long-spiral drilling machine; B, when carrying drilling tool, from the nozzle that is installed in drill bit flank inboard to the sidewall inject high pressure medium of stake hole bottom, jet pressure is 20Mpa, falls drilling tool then at the bottom of the hole, and the drilling rod by hollow is by discharging opening guncreting in the stake hole of drill bit bottom; C, form shaped pile: carry out local reaming to stake hole sidewall inject high pressure medium when carrying drilling tool to the middle part of pile body last, and continuation is by discharging opening guncreting in the hole of drill bit bottom, the revolution of drilling tool is 10～25r/min during local reaming, and the hoisting velocity of drilling tool is 10～35cm/min; Stop the inject high pressure medium after local reaming is finished, and the hoisting velocity of drilling tool is transferred to 3～5m/min carry out guncreting, repeat repeatedly local reaming, can form the stake of sugarcoated haws shape at the pile body middle part; D, drilling tool is proposed the stake hole and fills concrete, surflaes is with the rotation of drilling tool and promote and taken out of ground, and then has solved a stake end loosened soil problem effectively; E, in stake, be lowered to reinforcing cage.The pile making device of present embodiment by the drilling tool 1 of delivering concrete and boring, be fixedly connected on drilling tool 1 lower end the drill bit that has discharging opening 2, be fixedly connected on playpipe 3 on drilling tool 1 inner hole wall, the slewing equipment 5 and the nozzle 4 of conveying high-pressure medium are formed to playpipe 3 in.At least one nozzle 4 is fixedly connected on the lower end of playpipe 3, and nozzle 4 is fixedly connected on the inboard of drill bit 2 flank 2-1, and the jet 4-1 of nozzle 4 is positioned at drill bit 2 outward flanges.The upper end of playpipe 3 connects slewing equipment 5.Slewing equipment 5 be installed in drilling tool 1 unit head reduction box 7 above.Slewing equipment 5 by with fixedly connected interior cover 8, the overcoat 9 of drilling tool 1, be located in middle ring 10, the joint 11 that is connected with the conveying pipeline 6 of high-pressure medium pump between cover 8 and the overcoat 9 form; The vertical blind hole 8-1 that is connected with the upper end of playpipe 3 is arranged in the inside of interior cover 8 sidewalls, the upper end of blind hole 8-1 is connected with a last through hole 8-2 who connects with interior cover 8 external surfaces, on the sidewall of overcoat 9, have an accessibke porosity 9-1, be connected with joint 11 in the accessibke porosity 9-1, the inner surface of middle ring 10 has the inner groove 10-1 that is connected with last through hole 8-2, the external surface of middle ring 10 has the outer groove 10-2 that is connected with joint 11, is distributed with a plurality of through hole 10-3 between inner groove 10-1 and outer groove 10-2.Also be respectively equipped with upper sealing ring 12 and lower sealing ring 13 up and down at middle ring 10.The adpting flange 1-2 of the concrete feed pipe above overcoat 9 and the drilling tool 1 is fixedlyed connected.Overcoat 9 does not rotate during use, and interior cover 8 rotates with drilling tool 1, can carry high-pressure medium to playpipe 3 by the through hole 10-3 on the middle ring 10.
The specific embodiment two: what present embodiment and the specific embodiment one were different is: at c, when forming the shaped pile process, drilling tool is not rotated, and on carry drilling tool, when carrying drilling tool to the sidewall sustained firing high-pressure medium in stake hole, and while concrete perfusion, the hoisting velocity of drilling tool is 10～35cm/min, four nozzles on the drill bit along the circumferencial direction of drilling tool be uniformly distributed in drilling tool around.Owing on the drill bit a plurality of nozzles 4 are arranged, therefore can on the stake hole wall, spray many vertical grooves, thereby form many prismatics stake (consulting Fig. 2).The device of other activities and pile is identical with the specific embodiment one.
The specific embodiment three: what present embodiment and the specific embodiment one were different is, at c, when forming the shaped pile process, the hoisting velocity of drilling tool is 3～5m/min, the rotating speed of drilling tool is 10～25r/min, carry sustained firing high-pressure medium when boring, and the while concrete perfusion, have only a nozzle to be positioned at a side of drilling tool on the drill bit, can form spiral pile body (consulting Fig. 3) like this.Other activities is identical with the specific embodiment one with pile making device.
Claims (10)
1, boring high-pressure jetting reaming guncreting shaped pile piling method, it is characterized in that its piling method comprises following steps: b, stake end enlarged footing, hole to design elevation with long-spiral drilling machine, when carrying drilling tool, from the nozzle that is installed in drill bit flank inboard to the sidewall inject high pressure medium of stake hole bottom, make enlarged-diameter at the bottom of the hole, fall drilling tool then at the bottom of the hole, and the drilling rod by hollow is by discharging opening guncreting in the stake hole of drill bit bottom; C, form shaped pile: in the last process of carrying drilling tool, from the nozzle of drill bit flank inboard,, a local aperture, a hole is enlarged, and continue discharging opening guncreting in the hole, form shaped pile by the drill bit bottom to the hole wall inject high pressure medium in stake hole.
2, boring high-pressure jetting reaming guncreting shaped pile piling method according to claim 1, it is characterized in that above-mentioned high-pressure medium is water or water glass, or strength grade is 32.5～52.5, water/binder ratio is (0.6～1.2): 1 portland cement.
3, boring high-pressure jetting reaming guncreting shaped pile piling method according to claim 1, the pressure that it is characterized in that above-mentioned ejection medium is 10～40Mpa.
4, according to claim 1 or 2 or 3 described boring high-pressure jetting reaming guncreting shaped pile piling methods, it is characterized in that at c, form shaped pile: on when carrying drilling tool to the middle part of pile body, sidewall inject high pressure medium carries out local reaming to the stake hole, and continuation is by discharging opening guncreting in the hole of drill bit bottom, the revolution of drilling tool is 10～25r/min during local reaming, and the hoisting velocity of drilling tool is 10～35cm/min; Stop the inject high pressure medium after local reaming is finished, and the hoisting velocity of drilling tool is transferred to 3～5m/min carry out guncreting, repeat repeatedly local reaming, can form the stake of sugarcoated haws shape at the middle part of pile body.
5, according to claim 1 or 2 or 3 described boring high-pressure jetting reaming guncreting shaped pile piling methods, it is characterized in that at c, when forming the shaped pile process, drilling tool is not rotated, and on carry drilling tool, when carrying drilling tool to the sidewall sustained firing high-pressure medium in stake hole, and concrete perfusion simultaneously, the hoisting velocity of drilling tool is 10cm～35cm/min, four nozzles on the drill bit along the circumferencial direction that changes tool be uniformly distributed in drilling tool around.
6, according to claim 1 or 2 or 3 described boring high-pressure jetting reaming guncreting shaped pile piling methods, it is characterized in that at c, when forming the shaped pile process, hoisting velocity 3～the 5m/min of drilling tool, the rotating speed of drilling tool is 10～25r/min, carry sustained firing high-pressure medium when boring, and the while concrete perfusion, have only a nozzle to be positioned at a side of drilling tool on the drill bit.
7, the used device of boring high-pressure jetting reaming guncreting shaped pile pile, it comprises the drilling tool (1) of delivering concrete and boring, be fixed on the drill bit that has discharging opening (2) of drilling tool (1) lower end, it is characterized in that it also includes playpipe (3) on the drilling rod inwall that is fixedly connected on drilling tool (1), be installed in drilling tool (1) upper end and when drilling tool rotation and lifting, carry the slewing equipment (5) of high-pressure medium to playpipe (3), the nozzle (4) that is connected playpipe (3) lower end is fixedly connected on the inboard of drill bit (2) flank (2-1), the jet (4-1) of nozzle (4) is positioned at the outward flange of drill bit (2), and the upper end of playpipe (3) connects slewing equipment (5).
8, the used device of boring high-pressure jetting reaming guncreting shaped pile pile according to claim 7, it is characterized in that slewing equipment (5) be installed in drilling tool (1) unit head reduction box (7) above.
9, the used device of boring high-pressure jetting reaming guncreting shaped pile pile according to claim 8, it is characterized in that slewing equipment (5) by with fixedly connected interior cover (8), the overcoat (9) of drilling tool (1), be located at the middle ring (10) between interior cover (8) and the overcoat (9), the joint (11) that is connected with the conveying pipeline (6) of high-pressure medium pump is formed; The vertical blind hole (8-1) that is connected with the upper end of playpipe (3) is arranged in the inside of interior cover (8) sidewall, the upper end of blind hole (8-1) is connected with a last through hole (8-2) that connects with interior cover (8) external surface, on the sidewall of overcoat (9), have an accessibke porosity (9-1), be connected with joint (11) in the accessibke porosity (9-1), the inner surface of middle ring (10) has the inner groove (10-1) that is connected with last through hole (8-2), the external surface of middle ring (10) has the outer groove (10-2) that is connected with joint (11), is distributed with a plurality of through holes (10-3) between inner groove (10-1) and outer groove (10-2).
10, the used device of boring high-pressure jetting reaming guncreting shaped pile pile according to claim 9 is characterized in that also being respectively equipped with upper sealing ring (12) and lower sealing ring (13) up and down at middle ring (10).
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| CN 02132652 CN1236146C (en) | 2002-07-19 | 2002-07-19 | Method and apparatus for forming shaped pile by drilling, high-pressure letting to enlarge hole and pressure pouring of concrete |
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