CN115354653A - Construction method for weakening or eliminating soil squeezing stress of tubular pile - Google Patents
Construction method for weakening or eliminating soil squeezing stress of tubular pile Download PDFInfo
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- CN115354653A CN115354653A CN202210984289.XA CN202210984289A CN115354653A CN 115354653 A CN115354653 A CN 115354653A CN 202210984289 A CN202210984289 A CN 202210984289A CN 115354653 A CN115354653 A CN 115354653A
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- 239000002689 soil Substances 0.000 title claims abstract description 93
- 238000010276 construction Methods 0.000 title claims abstract description 30
- 230000003313 weakening effect Effects 0.000 title claims abstract description 16
- 239000002002 slurry Substances 0.000 claims abstract description 73
- 238000003756 stirring Methods 0.000 claims abstract description 64
- 239000000843 powder Substances 0.000 claims abstract description 54
- 238000005507 spraying Methods 0.000 claims abstract description 35
- 239000000463 material Substances 0.000 claims abstract description 10
- 239000011440 grout Substances 0.000 claims abstract description 7
- 238000005553 drilling Methods 0.000 claims description 18
- 239000004568 cement Substances 0.000 claims description 11
- 238000000034 method Methods 0.000 claims description 11
- 230000005540 biological transmission Effects 0.000 claims description 7
- 230000008569 process Effects 0.000 claims description 6
- 230000009471 action Effects 0.000 claims description 5
- 230000002441 reversible effect Effects 0.000 claims description 4
- 238000001125 extrusion Methods 0.000 claims description 3
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 3
- 239000003292 glue Substances 0.000 claims 1
- 230000000694 effects Effects 0.000 abstract description 11
- 239000007921 spray Substances 0.000 description 12
- 238000002347 injection Methods 0.000 description 3
- 239000007924 injection Substances 0.000 description 3
- 230000000670 limiting effect Effects 0.000 description 3
- 239000007788 liquid Substances 0.000 description 3
- 230000001681 protective effect Effects 0.000 description 3
- 239000011435 rock Substances 0.000 description 3
- 230000009286 beneficial effect Effects 0.000 description 2
- 238000009792 diffusion process Methods 0.000 description 2
- 230000008030 elimination Effects 0.000 description 2
- 238000003379 elimination reaction Methods 0.000 description 2
- 230000002093 peripheral effect Effects 0.000 description 2
- 230000002265 prevention Effects 0.000 description 2
- 230000002829 reductive effect Effects 0.000 description 2
- 239000000243 solution Substances 0.000 description 2
- 239000013589 supplement Substances 0.000 description 2
- 229910000831 Steel Inorganic materials 0.000 description 1
- 230000002411 adverse Effects 0.000 description 1
- 239000011230 binding agent Substances 0.000 description 1
- 230000008859 change Effects 0.000 description 1
- 238000005056 compaction Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 239000006185 dispersion Substances 0.000 description 1
- 238000006073 displacement reaction Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 230000036961 partial effect Effects 0.000 description 1
- 230000003068 static effect Effects 0.000 description 1
- 239000010959 steel Substances 0.000 description 1
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Classifications
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
- E02D5/46—Concrete or concrete-like piles cast in position ; Apparatus for making same making in situ by forcing bonding agents into gravel fillings or the soil
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
- E02D5/38—Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
- E02D5/38—Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds
- E02D5/44—Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds with enlarged footing or enlargements at the bottom of the pile
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21B—EARTH OR ROCK DRILLING; OBTAINING OIL, GAS, WATER, SOLUBLE OR MELTABLE MATERIALS OR A SLURRY OF MINERALS FROM WELLS
- E21B17/00—Drilling rods or pipes; Flexible drill strings; Kellies; Drill collars; Sucker rods; Cables; Casings; Tubings
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- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- General Life Sciences & Earth Sciences (AREA)
- General Engineering & Computer Science (AREA)
- Civil Engineering (AREA)
- Paleontology (AREA)
- Geology (AREA)
- Geochemistry & Mineralogy (AREA)
- Fluid Mechanics (AREA)
- Environmental & Geological Engineering (AREA)
- Physics & Mathematics (AREA)
- Mechanical Engineering (AREA)
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
Abstract
A construction method for weakening or eliminating the soil squeezing stress of a tubular pile comprises the steps of extending a drill rod into an inner hole of the tubular pile for vertical positioning; rotating the drill rod clockwise; when the pipe pile enters the depth designed by the holding force, stopping pressing the pipe pile, and continuously rotating the drill rod clockwise to stretch downwards until the stirring head is screwed out of the pipe orifice at the bottom of the pipe pile by 10-20 CM, and starting to rotate the drill rod anticlockwise; when the telescopic stirrer descends to the set depth of the expanded area, stopping sinking, rotating anticlockwise for 30s to break the ground, opening the slurry channel, and spraying the hydraulic cementing material under pressure; rotating and lifting the drill rod; when the drill rod is lifted to a position 10-20 CM away from the bottom opening of the tubular pile, the drill rod is rotated clockwise, and the drill rod is continuously lifted and the continuous guniting is carried out; if the muddy soil layer is met, the slurry spraying is changed into powder spraying; and continuing the original operation, slowing down the lifting speed when the distance is 1 m from the pile top, and performing low-pressure grout filling until the distance reaches the upper pipe orifice. The invention can eliminate the soil squeezing effect of the outer wall of the tubular pile and the soil plug effect of the inner part of the tubular pile.
Description
Technical Field
The invention relates to the technical field of civil engineering, in particular to a construction method for weakening or eliminating soil squeezing stress of a tubular pile.
Background
In the field of engineering, pile foundations are generally divided into injection piles and cast-in-place piles according to the construction mode. The injection pile comprises different cross-section forms such as a precast steel or concrete pipe pile and a square pile, and is sunk into the stratum in modes such as hammering or static pressure.
The application number is 2005101117988, the patent name is a construction method of a deep layer rotary spraying stirring pile with a diffusion prevention plate, and the construction method specifically comprises the following steps: leveling a field, fixing and positioning a stirring head, fixing the stirring head of a deep layer rotary spraying stirring pile with a diffusion prevention plate and two slurry spraying openings on a stirring machine core pipe, and suspending a stirring machine by a crane to an appointed pile position and centering; the drill rod is clockwise stirred, sunk and grouted, when the grout is confirmed to be sprayed out of the grout spraying ports, the stirrer is started to downwards rotate clockwise to drill, the soil body is loosened by the soil pulling tooth part, medium-pressure cement grout is sprayed out of the two grout spraying ports, and the upper layer rotating blade and the lower layer rotating blade rotate downwards under the driving of the core pipe; continuing to sink, spray and stir until the bottom of the pile is 10 cm, and continuing to stir; the drill rod rotates anticlockwise to lift the stirring head, and at the moment, the guniting is stopped; and continuously lifting the stirring head to the designed elevation of the ground surface to finish the construction of a rotary spraying stirring pile. The method is simple, reliable, economical, practical and convenient to process. The strength of the stirring pile is improved, and the influence on the surrounding environment is reduced.
The soil squeezing effect is inevitably generated in the pile sinking process, and is beneficial to improving the frictional resistance and the end bearing capacity of the pile, but more adverse factors exist. Such as:
1. the bottom of the tubular pile is sleeved with a conical pile tip, the upper part of the tubular pile applies pressure to press the tubular pile into soil, and the side friction resistance close to the side of the pile and the end bearing resistance of the pile tip part bear the load of the upper part of the pile. When the tubular piles are pressed into the soil, the occupied volume of the tubular piles can be removed, the surrounding soil is extruded, in the actual engineering, a plurality of tubular piles are often arranged together in a short distance, and a pile bearing platform is integrally cast on the upper part to bear the load of a building on the upper part, so that the problem that after one or more tubular piles are pressed into the tubular piles, the surrounding soil is compacted, and the tubular piles to be pressed are difficult to press into the soil is caused.
2. For a field with densely distributed grouped tubular piles, as the tubular piles are driven into a part of area, the soil compaction effect is expanded to the periphery, when the tubular piles are driven into the periphery, the originally driven partial tubular piles float upwards, and even the phenomenon that the existing tubular piles are broken due to different floating acting forces caused by pile side soil can occur in a serious condition.
Disclosure of Invention
Aiming at the technical problems, the technical scheme provides a construction method for weakening or eliminating the soil squeezing stress of a tubular pile, when the tubular pile is pressed in, a stirrer at the bottom of a drill rod is used for crushing soil at the pipe opening at the bottom of the tubular pile, a stirring sheet at the lower part of the drill rod is used for crushing soil in the tubular pile, the soil at the bottom of the tubular pile and in the tubular pile is crushed and dispersed, and the soil squeezing effect of the outer wall of the tubular pile and the soil plug effect in the tubular pile are eliminated; the problems can be effectively solved.
The invention is realized by the following technical scheme:
a construction method for weakening or eliminating the soil squeezing stress of a tubular pile comprises the steps of firstly leveling a field, assembling a drill rod, a flow divider, power equipment and a stirrer, and then constructing the tubular pile; the specific construction method comprises the following steps:
the method comprises the following steps: extending a drill rod into an inner hole of the tubular pile for vertical positioning, wherein the central axis of the drill rod is superposed with the central axis of the tubular pile;
step two: the drill rod is rotated clockwise under the action of a rotating power device of the drill rod, and the telescopic stirrer at the bottom of the drill rod is in a minimum size state; when the drill rod moves downwards, the bottom of the telescopic stirrer starts to contact with a soil layer, and the tips of the bottom and the side surfaces of the stirring block cut the soil body to loosen the soil body;
step three: when the pipe pile enters the depth designed by the holding force, stopping pressing the pipe pile, continuously rotating the drill rod clockwise, and driving the drill rod to continuously extend downwards until the stirring head is driven to rotate out of the pipe orifice at the bottom of the pipe pile;
step four: when the telescopic stirrer descends to a position 10-20 CM away from the pipe orifice, the drill rod starts to rotate anticlockwise, the stirring block in the telescopic stirrer is driven to extend outwards, and soil bodies with the diameter larger than the pipe diameter are stirred;
step five: when the telescopic stirrer descends to a set depth of an expanded area, stopping sinking, rotating anticlockwise for 30s to break soil, opening a slurry channel, spraying a hydraulic cementing material under pressure, and lifting a drill rod while rotating;
step six: when the drill rod is lifted to a position 10-20 CM away from the bottom opening of the tubular pile, the drill rod is rotated clockwise to withdraw the stirring block, and when the drill rod is lifted continuously, the stirrer retracts into the inner hole of the tubular pile;
step seven: the drill rod is continuously rotated clockwise to drive the stirrer to stir the soil, the drill rod is lifted, the slurry channel is communicated, and the sprayed slurry can solidify the soil in the tubular pile while the drill rod is lifted;
step eight: in the process of lifting the drill rod, according to geological survey data, if a mucky soil layer exists, stopping spraying the slurry when the mucky soil layer enters the mucky soil layer, opening the high-pressure powder spraying channel, lifting the drill rod while rotating, and stopping the high-pressure powder spraying channel and changing the operation of spraying the slurry back after finishing the mucky soil layer;
step nine: and continuously lifting, rotating the drill rod at the same time, slowing down the lifting speed when the drill rod is 1 m away from the pile top, and performing low-pressure grout filling until the drill rod reaches the upper pipe orifice.
And further, the drill rod is rotated clockwise under the action of a rotating power device of the drill rod in the step two, and the rotating speed of the drill rod is 20-30 r/min.
And further, the drill rod in the step two moves downwards, the descending speed of the drill rod is the same as the descending speed of the pipe pile pressed into the soil body, and the descending speed is 10-100 cm/min.
Furthermore, the hydraulic cementing material in the fifth step can adopt cement slurry, and the mass ratio of water to gel in the hydraulic cementing material is 0.5-1.5.
Further, the pressure used for spraying the hydraulic binder in the step five and the cement powder in the step eight is: 0.3 to 1.0MPA.
Further, the drill rod is lifted while rotating in the fifth step and the eighth step, and the rotating speed of the drill rod is 30-60 r/min when the drill rod is lifted; when the drill rod is lifted, the lifting speed of the drill rod is 20-40 cm/min; the low-pressure slurry replenishing is carried out, and the pressure of slurry spraying is 0.1-0.2 MPA during slurry replenishing; the rotating speed of the drill rod 1 is 10-30 r/min, and the lifting speed of the drill rod 1 is 10-20 cm/min.
A weakens or eliminates the pipe pile and crowds the construction method of the soil stress, can act on one weakens or eliminates the pipe pile and crowds the soil stress, the said drilling rod includes the drilling rod, the upside of the drilling rod rotates and connects with the diverter, the upper portion transmission of the drilling rod connects with the power equipment, the operation of the power equipment drives the drilling rod to rotate forward or reverse; the lower part of the drill rod is fixedly provided with a plurality of stirring sheets for breaking the ground, and the bottom of the drill rod is provided with a stirrer; the stirrer is a telescopic stirrer, and is driven to expand or contract through forward rotation or reverse rotation of the drill rod.
Furthermore, scalable agitator include with drilling rod bottom fixed connection's gear, the both sides transmission of gear is connected with the stirring piece that can shift, the stirring piece is provided with the rack of being connected with the gear engagement with one side of gear contact, and the tip of rack is provided with the spacing portion of arc.
Furthermore, the stirring block is arranged in a drill rod protection shell, and the protection shell comprises an upper panel and a lower panel which are arranged on the upper side and the lower side of the stirring block, two side plates arranged at the positions of the long edges of the stirring block, and a middle side plate arranged between the stirring blocks; the side plates, the upper panel and the lower panel are fixedly connected into a whole to form a frame body.
Furthermore, the contact surface of the side plate and the stirring block is provided with a roller or a ball on the side plate or the stirring block.
Further, when the telescopic stirrer is retracted, the length of the telescopic stirrer is smaller than the inner diameter of the tubular pile; when the telescopic stirrer extends out, the length of the telescopic stirrer is greater than the outer diameter of the tubular pile.
Furthermore, the bottom surfaces and the side walls of the telescopic stirrer and the stirring sheet are provided with tip parts for breaking the ground.
Furthermore, the stirring sheets are arranged at intervals of 20-40 cm at the lower part of the drill rod, and 1-5 stirring sheets can be arranged, and each stirring sheet extends the drill rod to rotate by a proper angle.
Furthermore, the flow divider is a double flow divider and is provided with a high-pressure powder inlet and a high-pressure slurry inlet; and a powder conveying channel and a slurry conveying channel which are respectively communicated with the high-pressure powder inlet and the high-pressure slurry inlet are arranged on the inner wall of the drill rod.
Furthermore, a plurality of powder conveying channels and a plurality of slurry conveying channels are arranged.
Further, the powder conveying channel and the slurry conveying channel are communicated to a spraying port arranged on the side wall of the bottom of the drill rod body, and the spraying port is positioned on the upper side of the telescopic stirrer.
Furthermore, a powder channel is arranged between the high-pressure powder inlet and the powder conveying channel, and a slurry channel is arranged between the high-pressure slurry inlet and the slurry conveying channel.
Further, powder passageway and thick liquid passageway and setting up powder transfer passage and thick liquid transfer passage intercommunication on the drilling rod body inside wall. Nozzles are arranged at the bottoms of the powder conveying channel and the slurry conveying channel; the nozzle is provided with a slurry nozzle opening communicated with the slurry conveying channel and a powder nozzle opening communicated with the powder conveying channel; the spraying positions of the powder nozzle opening and the slurry nozzle opening are communicated with a spraying opening arranged on the side wall of the drill rod body.
Furthermore, a distance gap is reserved between the nozzle and the outer side wall of the rod body of the drill rod body, and the front end of the spray port is concave in the outer side wall of the rod body.
Furthermore, the powder nozzle and the slurry nozzle are fastened with the wall of the drill rod and are spirally arranged along the drill rod body, and the spray port is arranged at the bottom of the drill rod body.
Advantageous effects
Compared with the prior art, the construction method for weakening or eliminating the soil squeezing stress of the tubular pile has the following beneficial effects:
(1) According to the technical scheme, the drill rod sinks while the tubular pile is pressed in, the telescopic stirrer is arranged at the bottom of the drill rod, and the stirring sheet is arranged at the bottom of the drill rod; so that the tubular pile is sinking, the inside soil of tubular pile can be broken to the scalable agitator of drilling rod bottom, is broken with tubular pile bottom mouth of pipe and the inside soil body of tubular pile by agitator and stirring piece for tubular pile bottom and the loose of inside soil change, tubular pile bottom and the inside soil of tubular pile are broken dispersion, can effectual elimination "crowded soil effect" and "soil stopper effect".
(2) This technical scheme is through the setting of scalable agitator, when the drilling rod body is inside the tubular pile, can adopt the minimum state of size to break ground in the tubular pile is inside, all stirs into loose state with the inside soil of tubular pile, can effectual elimination "soil plug effect". When the pipe pile is sunk into a specified stratum, the drill rod body continues to rotate downwards for 10-20 cm, and then the telescopic stirrer is adjusted to be in a state of the largest size, so that the crushing range of the telescopic stirrer is larger than the outer diameter of the pipe pile. When the size of the telescopic stirrer is adjusted to be the maximum, the drill rod continuously runs downwards for 50-100 cm, soil on the lower side of the tubular pile is stirred to be loose, and after the high-pressure sprayed slurry and the loose soil are uniformly stirred, a pile end expanding bearing part larger than the outer diameter of the tubular pile is conveniently formed on the lower side of the tubular pile, so that the bearing capacity of the bottom end of the pile is improved, and the stability of the tubular pile is improved.
(3) When the drill rod body of the technical scheme is used for lifting a drill, slurry or powder is sprayed out while the drill rod is lifted, a soil layer on the lower side of the tubular pile is solidified, and a pile end expanded bearing part is formed; meanwhile, when the drill rod is lifted from the inside of the tubular pile, slurry or powder is sprayed out in the lifting process, the soil inside the tubular pile can be solidified, the soil body reinforced inside the tubular pile increases the inner side frictional resistance of the tubular pile, and the bearing capacity of the single pile is improved.
(4) The nozzle of the technical scheme is arranged at the bottom of the drill rod body and is fastened with the wall of the drill rod, and the nozzle is spirally arranged along the drill rod body. A distance gap is reserved between the front end of the nozzle and the outer side wall of the drill rod body, and the front end of the nozzle is recessed in the peripheral wall of the rod body and communicated with the spray opening. The wall surface of the drill rod body cuts the soil body when the drill rod body rotates downwards, so that the situation that the peripheral rock soil of the drill rod body extrudes a nozzle of the spray port to block a spray hole can be further prevented; meanwhile, the high-pressure injection slurry or powder can quickly penetrate through the gap and impact the rock and soil outside the wall, so that the slurry or powder and the rock and soil are better mixed.
Drawings
Fig. 1 is a schematic view of the overall structure of the present invention.
Figure 2 is a top view of a diverter of the present invention.
FIG. 3 is a sectional view of a powder nozzle and a slurry nozzle according to the present invention.
Fig. 4 is a plan view of the powder conveying passage and the slurry conveying passage in the present invention.
Fig. 5 is a layout diagram of the positions of the ejection ports in the present invention.
FIG. 6 is a sectional view of the agitator of the present invention taken on the back when the agitator rotates clockwise.
Fig. 7 is a sectional view of the agitator in a state of rotating counterclockwise in the present invention.
FIG. 8 is a side view of the head of the mixer of the present invention.
Fig. 9 is a schematic view of the tube pile of the present invention.
Fig. 10 is a top view of the stirrer inside the tube stake of the present invention.
Fig. 11 is a schematic view of the position of the drill rod in the pipe pile in the invention.
The labels in the figures are: 1-drill rod, 2-flow divider, 21-high pressure powder inlet, 22-high pressure slurry inlet, 23-powder channel, 24-slurry channel, 25-powder nozzle hole, 26-slurry nozzle hole, 27-powder conveying channel, 28-slurry conveying channel, 29-spray port, 3-power equipment, 4-stirring piece, 5-stirrer, 51-gear, 52-stirring block, 521-rack, 522-arc limiting part, 53-protective shell, 531-upper panel, 532-lower panel, 533-side panel, 54-tip, 6-tubular pile and 61-pile tip.
Detailed Description
The technical solution in the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings in the embodiments of the present invention. The described embodiments are only some embodiments of the invention, not all embodiments. Various modifications and improvements of the technical solutions of the present invention may be made by those skilled in the art without departing from the design concept of the present invention, and all of them should fall into the protection scope of the present invention.
Example 1:
a construction method for weakening or eliminating the soil squeezing stress of a tubular pile comprises the steps of firstly leveling a field, assembling a drill 1, a flow divider 2, power equipment 3 and a stirrer 5, and then constructing a tubular pile 6; the specific construction method comprises the following steps:
the method comprises the following steps: selecting a tubular pile 6 as shown in fig. 9, which has been disclosed in publication No. CN201720345246 entitled a utility model patent publication of a pile tip that can eliminate the soil squeezing effect; the drill rod 1 is inserted into the inner hole of the tubular pile 6 to be vertically positioned, and the central axis of the drill rod 1 is superposed with the central axis of the tubular pile 6, as shown in fig. 11.
Step two: rotating the drill rod 1 clockwise under the action of a rotating power device 3 of the drill rod 1, wherein the rotating speed of the drill rod 1 is 20-30 r/min; the telescopic stirrer 5 at the bottom of the drill rod 1 is in a minimum size state; when the drill rod 1 moves downwards, the bottom of the telescopic stirrer 5 starts to contact with a soil layer, and the bottom and the side tip parts 54 of the stirring block 52 scratch the soil body to loosen the soil body; the descending speed of the drill rod 1 is the same as the speed of the pipe pile 6 pressed into the soil body, and the descending speed is 10-100 cm/min.
Step three: when the tubular pile 6 enters the depth designed by the holding force, the tubular pile 6 is stopped being pressed, the drill rod 1 continues to rotate clockwise, and the drill rod 1 is driven to continue to extend downwards until the telescopic stirrer 5 is driven to rotate out of the pipe orifice at the bottom of the tubular pile 6.
Step four: when the telescopic stirrer 5 descends to a distance of 10-20 CM from the pipe orifice, the drill rod 1 starts to rotate anticlockwise, the stirring block 52 in the telescopic stirrer 5 is driven to extend outwards, and soil bodies with diameters larger than the pipe diameter are stirred.
Step five: when the telescopic stirrer 5 descends to a set depth of an expanded area, stopping sinking, rotating anticlockwise for 30s for breaking earth, opening a slurry channel, and spraying hydraulic cementing materials under pressure, wherein in the embodiment, cement slurry is adopted as the hydraulic cementing materials, and the mass ratio of water in the cement slurry to cement is 0.5-1.5; the pressure used for ejecting the cement slurry is as follows: 0.3 to 1.0MPA; and the drill rod 1 is lifted while rotating; when the drill rod 1 is lifted, the rotating speed of the drill rod 1 is 30-60 r/min, and the lifting speed of the drill rod is 20-40 cm/min.
Step six: when the drill rod 1 is lifted to a position 10-20 CM away from the bottom opening of the tubular pile 6, the drill rod 1 is rotated clockwise to enable the stirring block 52 to be withdrawn, and when the drill rod 1 is continuously lifted, the stirrer 5 can retract into an inner hole of the tubular pile 6; as shown in fig. 10.
Step seven: the drill rod 1 continues to rotate clockwise, the stirrer 5 is driven to stir soil, the drill rod 1 is lifted, the slurry channel is communicated, and the sprayed slurry can solidify the soil in the tubular pile 6 while the drill rod 1 is lifted;
step eight: in the process of lifting the drill rod 1, according to geological survey data, if a mucky soil layer exists, stopping spraying the slurry when the mucky soil layer enters the mucky soil layer, opening a high-pressure powder spraying channel to spray cement powder, wherein the pressure used for spraying the cement powder is as follows: 0.3 to 1.0MPA; the drill rod 1 is lifted while rotating, when the drill rod 1 is lifted, the rotating speed of the drill rod 1 is 30-60 r/min, and the lifting speed of the drill rod 1 is 20-40 cm/min; stopping the high-pressure powder spraying channel after the mucky soil layer is accelerated, and returning to the operation of spraying the slurry;
step nine: continuously lifting, rotating the drill rod 1, slowing down the lifting speed when the drill rod is 1 meter away from the pile top, and performing low-pressure slurry supplement, wherein the pressure of slurry spraying is 0.1-0.2 MPA during slurry supplement; the rotating speed of the drill rod 1 is 10-30 r/min, and the lifting speed of the drill rod 1 is 10-20 cm/min; and (5) completing the construction of one tubular pile until reaching the upper pipe orifice.
Example 2:
as shown in figure 1, the drill rod for reducing or eliminating the soil extrusion stress of the pipe pile comprises a drill rod 1, wherein the drill rod 1 is cylindrical. The upper side of the drill rod 1 is rotatably connected with a flow divider 2, the upper part of the drill rod 1 is connected with a power device 3 in a transmission way, and the power device 3 operates to drive the drill rod 1 to rotate forwards or backwards; the lower part of the drill rod 1 is fixedly provided with a plurality of stirring sheets 4 for breaking the ground, and the bottom of the drill rod 1 is provided with a stirrer 5. The stirring sheets 4 are arranged at intervals of 20-40 cm in the lower part of the drill rod 1, and can be arranged for 1-5 times, and each time extends to rotate the drill rod 1 by a proper angle.
As shown in fig. 2, the flow divider 2 is a double flow divider, and includes a high-pressure powder inlet 21 and a high-pressure slurry inlet 22. A powder channel 23 and a slurry channel 24 which respectively correspond to the high-pressure powder inlet 21 and the high-pressure slurry inlet 22 are arranged in the double-diverter 2; the powder channel 23 and the slurry channel 24 are arranged along a circular periphery.
As shown in fig. 3, the powder passage 23 and the slurry passage 24 communicate with a powder delivery passage 27 and a slurry delivery passage 28 provided on the inner side wall of the drill rod body. Nozzles are arranged at the bottoms of the powder conveying channel 27 and the slurry conveying channel 28; the nozzle is provided with a slurry nozzle opening 26 communicated with a slurry conveying channel 28 and a powder nozzle opening 25 communicated with a powder conveying channel 27; the ejection positions of the powder nozzle port 25 and the slurry nozzle port 26 communicate with an ejection port 29 provided on the side wall of the drill rod body 1.
As shown in fig. 4, a plurality of powder conveyance paths 27 and slurry conveyance paths 28 are provided.
As shown in fig. 5, the powder delivery channel 27 and the slurry delivery channel 28 are communicated to the bottom of the drill rod body 1, and a discharge port 29 is provided in the side wall of the drill rod body 1, and the discharge port 29 is located above the extendable stirrer 5. The plurality of the spray ports 29 are arranged, so that the slurry or the powder can be sprayed more quickly, and the sprayed slurry or the powder is stirred with the surrounding soil more uniformly; meanwhile, if one of the spray ports is blocked, liquid or powder can be sprayed out through other spray ports, and the drill rod body does not need to be drawn out to maintain the spray ports; and the construction time is saved.
As shown in fig. 6 to 7, the stirrer 5 is a retractable stirrer 5, and the stirrer 5 is driven to expand or contract by forward rotation or reverse rotation of the drill rod 1. When the telescopic stirrer 5 is retracted, the length of the telescopic stirrer 5 is smaller than the inner diameter of the tubular pile 6; when the telescopic stirrer 5 extends out, the length of the telescopic stirrer 5 is greater than the outer diameter of the tubular pile 6.
The telescopic stirrer 5 comprises a gear 51 fixedly connected with the bottom of the drill rod 1, stirring blocks 52 capable of moving are connected to two sides of the gear 51 in a transmission mode, a rack 521 meshed with the gear 51 is arranged on one side, in contact with the gear 51, of each stirring block 52, and an arc-shaped limiting portion 522 is arranged at the end portion of each rack 521. When the drill rod 1 rotates, the gear 51 drives the stirring block 52 provided with the rack 521 to extend or retract, when the stirring block 52 extends or retracts to the position of the arc-shaped limiting part 522, the rack 521 cannot move any more, and the rotation of the drill rod 1 drives the stirrer 5 to rotate in the same direction. Through the mutual matching of the drill rod 1, the gear 51, the stirring block 52 with the rack 521 and the side plate 533, the stirring block 52 can be effectively extended or retracted, and the telescopic stirrer 5 is obtained.
The stirring block 52 is arranged in a protective shell 53, and the protective shell 53 is fixedly or rotatably connected with the drill rod 1. The protective casing 53 comprises an upper panel 531 and a lower panel 532 arranged on the upper and lower sides of the stirring block 52, two side plates 533 arranged at the positions of the long sides of the stirring block 52, and a middle side plate 533 arranged between the stirring blocks 52; the side plate 533, the upper panel 531 and the lower panel 532 are fixedly connected into a whole to form a frame.
On the contact surface of the side plate 532 and the stirring block 52, rollers or balls are provided on the side plate 532 or the stirring block 52. The friction between the side plate 533 and the agitator block 52 can be reduced, so that the displacement between the side plate 533 and the agitator block 52 is smoother.
As shown in fig. 8, tips 54 for breaking the ground are provided on the bottom surfaces and the side walls of the retractable stirrer 5 and the stirring blades 4.
The power plant 3 in this embodiment may employ a single or multiple motors. This section is produced by a power plant conventional in the art and the transmission between the power plant and the drill pipe is also conventional in the art.
Claims (10)
1. A construction method for weakening or eliminating the soil squeezing stress of a tubular pile comprises the steps of firstly leveling a field, assembling a drill rod, a flow divider, power equipment and a stirrer, and then constructing the tubular pile; the specific construction method comprises the following steps:
the method comprises the following steps: the drilling rod 1 is extended into an inner hole of the tubular pile (6) to be vertically positioned, and the central axis of the drilling rod (1) is superposed with the central axis of the tubular pile (6);
step two: the drill rod (1) is clockwise rotated under the action of a rotating power device (3) of the drill rod (1), and a telescopic stirrer (5) at the bottom of the drill rod (1) is in a minimum size state; when the drill rod (1) moves downwards, the bottom of the telescopic stirrer (5) starts to contact with a soil layer, and the bottom of the stirring block (52) and the tip (54) of the side face cut the soil body to loosen the soil body;
step three: when the pipe pile (6) enters the depth designed by the holding force, the pipe pile (6) is pressed, the drill rod (1) continues to rotate clockwise, and the drill rod (1) is driven to continue to extend downwards until the telescopic stirrer (5) is driven to rotate out of the pipe orifice at the bottom of the pipe pile (6);
step four: when the telescopic stirrer (5) descends to a distance of 10-20 CM from the pipe orifice, the drill rod (1) starts to rotate anticlockwise, the stirring block (52) in the telescopic stirrer (5) is driven to extend outwards, and soil bodies larger than the pipe diameter are stirred;
step five: when the telescopic stirrer (5) descends to a set depth of an expanded area, stopping sinking, rotating anticlockwise for 30s to break the ground, opening a slurry channel, spraying a hydraulic cementing material under pressure, and lifting the drill rod (1) while rotating;
step six: when the drill rod (1) is lifted to a position 10-20 CM away from the bottom opening of the tubular pile (6), the drill rod (1) is rotated clockwise to withdraw the stirring block (52), and when the drill rod (1) is continuously lifted, the stirrer retracts into an inner hole of the tubular pile (6);
step seven: the drill rod (1) continues to rotate clockwise, the stirrer (5) is driven to stir soil, the drill rod (1) is lifted, the slurry channel is communicated, and the sprayed slurry can solidify the soil in the tubular pile (6) while the drill rod (1) is lifted;
step eight: in the process of lifting the drill rod (1), according to geological survey data, if a mucky soil layer exists, stopping spraying the slurry when the mucky soil layer enters the mucky soil layer, starting the high-pressure powder spraying channel, lifting the drill rod (1) while rotating, and after the mucky soil layer is finished, stopping the high-pressure powder spraying channel and changing the operation of spraying the slurry;
step nine: and (4) continuously lifting, rotating the drill rod (1) at the same time, slowing down the lifting speed when the distance between the drill rod and the pile top is 1 m, and performing low-pressure grout filling until the drill rod reaches the upper pipe orifice.
2. The construction method for weakening or eliminating the soil squeezing stress of the tubular pile according to claim 1, wherein the construction method comprises the following steps: and step two, the drill rod (1) is rotated clockwise under the action of the rotating power device (3) of the drill rod (1), and the rotating speed of the drill rod (1) is 20-30 r/min.
3. The construction method for weakening or eliminating the soil squeezing stress of the tubular pile according to claim 1, wherein the construction method comprises the following steps: and secondly, moving the drill rod (1) downwards, wherein the descending speed of the drill rod (1) is the same as the descending speed of the pipe pile (6) pressed into the soil body, and the descending speed is 10-100 cm/min.
4. The construction method for weakening or eliminating the soil squeezing stress of the tubular pile according to claim 1, wherein the construction method comprises the following steps: the hydraulic cementing material in the step five can adopt cement slurry, and the mass ratio of water to glue in the hydraulic cementing material is 0.5-1.5.
5. The construction method for weakening or eliminating the soil squeezing stress of the tubular pile according to claim 1, wherein the construction method comprises the following steps: the pressure used for spraying the hydraulic cementing material in the step five and the pressure used for spraying the cement powder in the step eight are as follows: 0.3-1.0 MPA.
6. The construction method for weakening or eliminating the soil squeezing stress of the tubular pile according to claim 1, wherein the construction method comprises the following steps: rotating and lifting the drill rod (1) at the same time in the fifth step and the eighth step, wherein the rotating speed of the drill rod (1) is 30-60 r/min when the drill rod (1) is lifted; when the drill rod (1) is lifted, the lifting speed of the drill rod (1) is 20-40 cm/min; performing low-pressure slurry patching, wherein the pressure of slurry spraying is 0.1 to 0.2MPA during slurry patching; the rotating speed of the drill rod 1 is 10-30 r/min, and the lifting speed of the drill rod 1 is 10-20 cm/min.
7. A drilling rod for weakening or eliminating the soil squeezing stress of a tubular pile can act on the construction method for weakening or eliminating the soil squeezing stress of the tubular pile according to the claims 1-6, the drilling rod comprises the drilling rod (1), the upper side of the drilling rod (1) is rotatably connected with a flow divider (2), the upper part of the drilling rod (1) is connected with a power device (3) in a transmission way, and the power device (3) operates to drive the drilling rod (1) to rotate forwards or reversely; the lower part of the drill rod (1) is fixedly provided with a plurality of stirring sheets (4) for breaking the ground, and the bottom of the drill rod (1) is provided with a stirrer (5); the method is characterized in that: the stirrer (5) is a telescopic stirrer (5), and the stirrer (5) is driven to expand or contract through forward rotation or reverse rotation of the drill rod (1).
8. The drill rod for reducing or eliminating the soil squeezing stress of the tubular pile according to claim 7, wherein: scalable agitator (5) including with drilling rod (1) bottom fixed connection's gear (51), the both sides transmission of gear (51) is connected with stirring piece (52) that can shift, one side that stirring piece (52) and gear (51) contact is provided with rack (521) of being connected with gear (51) meshing, and the tip of rack (521) is provided with spacing portion of arc (522).
9. The drill rod for reducing or eliminating the soil extrusion stress of the tubular pile according to claim 7, wherein: when the telescopic stirrer (5) is retracted, the length of the telescopic stirrer (5) is smaller than the inner diameter of the tubular pile (6); when the telescopic stirrer (5) extends out, the length of the telescopic stirrer (5) is greater than the outer diameter of the tubular pile (6); the bottom surfaces and the side walls of the telescopic stirrer (5) and the stirring sheet (4) are provided with tip parts (54) for breaking the ground.
10. The drill rod for reducing or eliminating the soil extrusion stress of the tubular pile according to claim 7, wherein: the flow divider (2) is a double flow divider and is provided with a high-pressure powder inlet (21) and a high-pressure slurry inlet (22); and a powder conveying channel (27) and a slurry conveying channel (28) which are respectively communicated with the high-pressure powder inlet (21) and the high-pressure slurry inlet (22) are arranged on the inner wall of the drill rod (1).
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| CN202210984289.XA CN115354653A (en) | 2022-08-17 | 2022-08-17 | Construction method for weakening or eliminating soil squeezing stress of tubular pile |
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| Application Number | Priority Date | Filing Date | Title |
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| CN202210984289.XA CN115354653A (en) | 2022-08-17 | 2022-08-17 | Construction method for weakening or eliminating soil squeezing stress of tubular pile |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN116446798A (en) * | 2023-06-14 | 2023-07-18 | 山东省地质矿产勘查开发局八〇一水文地质工程地质大队(山东省地矿工程勘察院) | Drilling equipment |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN116446798A (en) * | 2023-06-14 | 2023-07-18 | 山东省地质矿产勘查开发局八〇一水文地质工程地质大队(山东省地矿工程勘察院) | Drilling equipment |
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