CN113309128B - Construction method of dumbbell-shaped cement soil curtain pile in peat soil stratum - Google Patents
Construction method of dumbbell-shaped cement soil curtain pile in peat soil stratum Download PDFInfo
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- CN113309128B CN113309128B CN202110565948.1A CN202110565948A CN113309128B CN 113309128 B CN113309128 B CN 113309128B CN 202110565948 A CN202110565948 A CN 202110565948A CN 113309128 B CN113309128 B CN 113309128B
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D19/00—Keeping dry foundation sites or other areas in the ground
- E02D19/06—Restraining of underground water
- E02D19/12—Restraining of underground water by damming or interrupting the passage of underground water
- E02D19/18—Restraining of underground water by damming or interrupting the passage of underground water by making use of sealing aprons, e.g. diaphragms made from bituminous or clay material
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
- E02D15/02—Handling of bulk concrete specially for foundation or hydraulic engineering purposes
- E02D15/04—Placing concrete in mould-pipes, pile tubes, bore-holes or narrow shafts
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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
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2200/00—Geometrical or physical properties
- E02D2200/16—Shapes
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2250/00—Production methods
- E02D2250/003—Injection of material
Abstract
The utility model relates to a peat soil stratum dumbbell type soil cement curtain pile construction method, belong to the technical field of stagnant water curtain pile construction, dumbbell type soil cement curtain pile continuous interlock forms continuous curtain, the dumbbell type has increased interlock coincidence area, insert the reinforcement cage and form reinforced concrete slope protection pile after the long auger drilling pressure-cast concrete of interlock "major part" position, the concrete filling coefficient of reinforced concrete slope protection pile just can be controlled to be close 1.0 like this, not only save the concrete, the quality of pile-forming has also been guaranteed. The two are mutually meshed to form a continuous waterproof curtain. The effect of combining water-stopping support into one is achieved, the dumbbell-shaped cement soil curtain pile is formed in the peat soil stratum, the original soil is not depended on, the defect that cement and peat soil cannot react is overcome, and the water-stopping effect of the soil-retaining and water-stopping wall is guaranteed.
Description
Technical Field
The application relates to the technical field of waterproof curtain pile construction, in particular to a dumbbell-shaped cement soil curtain pile construction method for a peat soil stratum.
Background
At present, cement-soil mixing piles (including single-shaft, double-shaft or multi-shaft) are widely applied to the fields of foundation pit support, waterproof curtains, foundation treatment and the like due to simple and convenient construction and low cost, but cannot be implemented due to the fact that cement does not react with peat soil when encountering peat soil strata.
Although cement-soil jet grouting piles (including single pipe, double pipe and three pipes) are successfully applied to the fields of foundation pit support, waterproof curtains, foundation treatment and the like in many areas, cement and peat soil cannot react with the peat soil when encountering peat soil strata.
The long spiral jet-grouting mixing pile technology is well applied, and practice proves that the long spiral jet-grouting mixing pile technology is a practical and feasible technology in common strata, particularly hard soil strata, but the long spiral jet-grouting mixing pile technology cannot be implemented due to the fact that cement does not react with peat soil when meeting peat soil strata.
The grouting technology comprises the application of the sleeve valve pipe grouting technology in a plurality of strata and the application of the sleeve valve pipe grouting technology in a foundation pit curtain, but the grouting technology cannot be implemented due to the fact that cement does not react with peat soil when the peat soil strata are encountered.
Therefore, the invention invents the pressure grouting cement soil pile, realizes the pressure grouting cement soil curtain pile by adopting the long spiral drilling machine, the forced mixer and the ground pump, and achieves the effect of water stop and support of the foundation pit.
Aiming at the related technologies, the inventor thinks that when a foundation pit is deep or a pile is long, the defects that the mutual meshing contact area of the conventional curtain piles is small and the water stopping quality cannot be ensured exist.
Disclosure of Invention
In order to overcome the defects that the mutual occlusion contact area of conventional curtain piles is small and the water stop quality cannot be guaranteed, the application provides a construction method of a dumbbell type cement soil curtain pile in a peat soil stratum.
The application provides a peat soil stratum dumbbell type cement soil curtain pile construction method which adopts the following technical scheme:
s1: preparation before construction;
s2: measuring the paying-off and pile positioning positions;
s3: the method comprises the following steps that a pipe sinking pile machine is positioned, a sinking pipe is a single-layer pipe, the front end of the sinking pipe is a combined flap type pile tip or a prefabricated pile tip, no matter whether the flap type pile tip or the prefabricated pile tip is in a dumbbell shape, the section of the sinking pipe is also in the dumbbell shape, the sinking pipe is located on a pile position, the sinking pipe and a vibration hammer are sunk into the ground layer by the aid of the self weight of the sinking pipe and the vibration hammer, and if the design depth is not reached, the vibration hammer is started to vibrate the sinking pipe to the design depth;
s4: pouring cement soil slurry into the immersed tube, and pulling up the immersed tube to form a dumbbell-shaped cement soil curtain pile;
s5: and repeating the steps S3-S4 to enable the adjacent dumbbell-shaped cement soil curtain piles to be mutually meshed close to each other.
By adopting the technical scheme, the phenomenon that the cement curtain piles are easy to form a big belly in a peat soil stratum is overcome, the defect that a drilling tool is broken when adjacent cement curtain piles are constructed is avoided, and the construction safety is improved; the defect that cement and peat soil cannot react is overcome, and the dumbbell-shaped cement soil curtain piles can be formed in the peat soil stratum; because the immersed tube is in a dumbbell shape, the formed cement soil curtain piles are also in the dumbbell shape, the parts, close to each other, of the adjacent cement soil curtain piles can be better mutually occluded to form a reliable closed continuous pile wall body, the mutual occlusion area of the adjacent cement soil curtain piles is enlarged, and the water stop quality of the pile wall body is ensured.
The application further provides a construction method of the dumbbell-shaped cement soil curtain pile in the peat soil stratum, which adopts the following technical scheme:
s1: preparation before construction;
s2: measuring the paying-off and pile positioning;
s3: the method comprises the following steps that a pipe sinking pile machine is positioned, a sinking pipe is a double-layer pipe, the bottom of an outer pipe is provided with an inner projecting edge for the bottom of an inner pipe to be seated, so that an annular closed space is formed, the section of the sinking pipe is dumbbell-shaped, the sinking pipe is seated on a pile position, the sinking pipe and a vibration hammer are sunk into the stratum by the aid of the self weight of the sinking pipe and the vibration hammer, and if the design depth is not reached, the vibration hammer is started to vibrate the sinking pipe to the design depth;
s4: changing a pile clamping method to enable the pile clamping device to only clamp the inner pipe, starting a winch to pull out the inner pipe, pouring cement soil slurry into the outer pipe, and vibrating to pull out the outer pipe to form a dumbbell-shaped cement soil curtain pile;
s5: and repeating the steps S3-S4 to enable the adjacent dumbbell-shaped cement soil curtain piles to be mutually meshed close to each other.
By adopting the technical scheme, the phenomenon that the cement soil curtain piles are easy to form a big belly in a peat soil stratum is overcome, the defect that a drilling tool is broken when the adjacent cement curtain piles are constructed is avoided, and the construction safety is improved; the defect that cement and peat soil cannot react is overcome, and the dumbbell-shaped cement soil curtain piles can be formed in the peat soil stratum; the bottom of double-barrelled outer tube has interior sword structure for the inner tube is sat on the interior sword of outer tube, and there is the interval between inner tube and the outer tube, finally form confined annular space, make inside the soil grain can not enter the enclosure space, after double-deck immersed tube drilling tool sinks to the design degree of depth, carry out the inside soil of inner tube company area, to outside inside watering soil cement thick liquid, the crowded soil effect of bottom closed immersed tube has been avoided, and the existence of outer tube, form the guard action, make the pile-forming quality obtain the assurance, and the stake that forms is dumbbell type soil cement curtain stake, the mutual interlock that the part that adjacent soil cement curtain stake is close to each other can be better, form reliable closed continuous stake wall body, reach the mutual interlock area of adjacent soil cement curtain stake, guarantee the effect of stake wall body stagnant water quality.
Optionally, when step S5 is implemented, a skip mode is adopted, that is, every other skip mode is adopted.
By adopting the technical scheme and adopting the jumping mode, the effect of preventing the soil squeezing effect is achieved, namely the disturbance to the soil body structure is reduced, the change to the stress state of the soil body is reduced, and the subsequent pile forming effect is ensured.
Optionally, the cement-soil slurry is prepared by adding cement industrial waste into construction waste tailings, or is prepared by adding phosphogypsum industrial waste into construction waste tailings to prepare phosphogypsum-soil slurry.
By adopting the technical scheme, the construction waste tailing is added with industrial wastes such as cement or phosphogypsum to prepare the appropriate cement soil slurry or phosphogypsum soil slurry, and the environment-friendly intensification of the wastes in the wastes is utilized.
Optionally, in step S3, the vibration hammer is a high-frequency resonance-free vibration hammer.
By adopting the technical scheme, the high-frequency resonance-free vibration hammer is adopted, so that the influence of vibration on the surrounding environment is avoided, and the effect of civilized construction is achieved.
Optionally, after the dumbbell-shaped soil cement curtain piles are solidified, a reinforced concrete slope protection pile is driven by a long spiral drilling machine between the two dumbbell-shaped soil cement curtain piles to form a reliable soil and water retaining wall structure.
By adopting the technical scheme, the adjacent dumbbell-shaped cement soil curtain piles are mutually meshed to form the pile wall body, and the existence of the reinforced concrete slope protection piles bears the pressure in the horizontal direction for the soil and water retaining wall, so that the soil and water retaining wall has a more stable structure.
Optionally, the mutual occluded parts of the adjacent dumbbell type cement soil curtain piles are drilled by a long spiral drilling machine, concrete is pressure-poured, and then a reinforcement cage is inserted to form the reinforced concrete slope protection pile.
Through adopting above-mentioned technical scheme, place reinforced concrete slope protection stake at adjacent dumbbell type soil cement curtain stake interlock department each other, further strengthened the wholeness of retaining soil stagnant water wall, act as the skeleton of retaining soil stagnant water wall, promoted the shock resistance of retaining soil stagnant water wall.
Optionally, the soil cement slurry is directly poured by a hopper or pumped by a ground pump.
Through adopting above-mentioned technical scheme, multiple cement soil thick liquid watering form is convenient for the job site and is carried out adaptability according to actual conditions and change.
Optionally, a reinforcing ring capable of breaking or cracking the gravel when encountering the gravel layer is welded to the bottom end of the outer tube.
Through adopting above-mentioned technical scheme, the setting of reinforcing ring plays the guard action to the outer tube, smashes or crowds out the ovum gravel stone that meets bottom the outer tube, guarantees that the immersed tube sinks smoothly to the design degree of depth.
Optionally, the outer pipe is lifted to the designed elevation while the cement soil slurry is pressure-poured, and if necessary, the outer pipe is sunk again and pressure-poured, and then the outer pipe is lifted to the designed elevation.
By adopting the technical scheme, the outer pipe is sunk again, and the cement soil slurry is poured in a matched manner, so that the pile forming quality is ensured.
In summary, the present application includes at least one of the following beneficial technical effects:
1. the dumbbell type cement soil curtain pile can be formed in the peat soil stratum, and the defect that cement and peat soil cannot react is overcome without depending on original soil; the formed piles are dumbbell-shaped cement soil curtain piles, the parts, close to each other, of the adjacent cement soil curtain piles can be better mutually occluded to form a reliable closed continuous pile wall body, and the effects of expanding the mutual occlusion area of the adjacent cement soil curtain piles and ensuring the water stop quality of the pile wall body are achieved;
2. the construction waste tailing is added with industrial wastes such as cement or phosphogypsum to prepare proper cement soil slurry or phosphogypsum soil slurry, and the wastes in the wastes are utilized to realize environmental protection and intensification;
3. overcomes the defect that the original slope protection pile is easy to have a big belly, which causes the breakage of drilling tools during the construction of adjacent piles.
Drawings
FIG. 1 is a flow chart of a construction process of a dumbbell-shaped single-tube soil cement curtain pile in a peat soil stratum;
FIG. 2 is a schematic cross-sectional view of a single-tube immersed tube;
FIG. 3 is a schematic view showing a soil-retaining and water-stopping wall formed by interlocking a soil-cement curtain pile and a reinforced concrete slope-protecting pile;
FIG. 4 is a schematic view of a reinforced concrete slope protection pile in an engaged position adjacent a soil cement curtain pile;
FIG. 5 is a flow chart of a construction process of a dumbbell-shaped double-pipe cement soil curtain pile in a peat soil stratum;
FIG. 6 is a schematic cross-sectional view of a double-pipe caisson;
fig. 7 is a schematic view showing a part of the structure of the inner edge.
In the figure, 1, a immersed tube; 11. an outer tube; 12. an inner tube; 2. dumbbell type cement soil curtain piles; 3. reinforced concrete slope protection piles; 4. inner edge forming; 5. and a reinforcing ring.
Detailed Description
The present application is described in further detail below with reference to figures 1-7.
Example 1:
the embodiment of the application discloses a construction method of a dumbbell type cement soil curtain pile in a peat soil stratum.
Referring to fig. 1, a construction method of a dumbbell type soil cement curtain pile in a peat soil stratum comprises the following steps:
s1: preparation before construction; 1) collecting data, carrying out site reconnaissance, and carefully compiling a construction organization design; 2) the underground and overground barriers in the construction site are cleaned in a necessary way, particularly the underground barriers can be cleaned by adopting a manual digging method, the flatness of the site is well worked out, the site facilities are reasonably arranged, and the normal construction is ensured. 3) Preparation of raw materials: the cement has to have a delivery quality certificate, and the variety, the label, the package, the delivery date and the like of the cement are checked and accepted during the delivery and are stored according to relevant regulations; every 200 tons of cement is supplied, and a sample must be taken for inspection. The samples for examination were taken in small amounts from 10 bags each. 4) Mechanical equipment and auxiliary equipment: before entering the field, the inspection is carried out, and the completeness of the entering field is ensured. 5) Necessary training is carried out on operators, and the meeting is completed by doing the end-of-hand work so as to achieve the human-to-end meeting. People and duty are decided.
S2: measuring the paying-off and pile positioning; measuring the paying-off and pile positioning positions on a flat field, and making positioning piles (pile fastening) at two ends by using a measuring instrument to prevent the pile positions from being rechecked at any time when deviation occurs; the pile location is usually a deep hole drilled on the ground by a steel chisel or a puncher, white lime powder is poured in, and a wooden stick or a steel stick and other obvious marks are inserted at the pile location.
S3: with reference to fig. 2, the pile driver of the immersed tube 1 is positioned, the immersed tube 1 is a single-layer tube in this embodiment, the front end of the immersed tube 1 is a combined flap-type pile tip or a prefabricated pile tip, and the section of the immersed tube 1 is also dumbbell-shaped no matter whether the flap-type pile tip or the prefabricated pile tip is dumbbell-shaped. The operator strictly controls the movement of the pile machine according to the determined position, ensures that the axis of the pile hole is not deviated in position, levels and adjusts the verticality of the pile pipe by utilizing the self-provided device of the pile machine, and ensures that the verticality deviation of the pile pipe is within the design range. The sinking pipe 1 is located on a pile position, firstly, the pile hammer and the sinking pipe 1 are used for self-weight sinking, the vibration hammer is started to continue sinking through vibration when the pile hammer and the sinking pipe are not in motion, the vibration hammer is a resonance-free vibration hammer, the pile hole depth is controlled to reach the design depth, and the depth is measured in the final hole.
S4: after the immersed tube 1 is sunk to the designed position to form a hole, a hopper is used for pouring, and the pile tube can be vibrated and pulled out while pouring until the pile tube is poured to the designed elevation to form a pile. Or connecting a filling hose with a pump pipe, lowering the filling hose to a position 0.3-0.5 m away from the bottom of the hole, starting a concrete pump, pumping the stirred cement-soil slurry, opening a bottom open valve or leaving a prefabricated pile tip at the bottom of the hole, pressing the cement-soil slurry into the hole, lifting the filling pipe while pumping, and always keeping the lower end of the pipe buried in the cement-soil slurry to be not less than 2 m. Pumping and pressure filling to the designed elevation to form the pile. And (3) if necessary, sinking the immersed tube 1 and irrigating again.
The cement soil slurry can be stirred on site, a forced stirrer is adopted, and the batching machine is provided with a batcher and can accurately meter the weight of various materials. Or the mixture can be transported to the site by a tank truck after being stirred by a stirring station.
The cement soil slurry is prepared from construction waste tailings and cement, or is prepared from construction waste tailings and phosphogypsum, and is environment-friendly and intensive.
The soil cement slurry used in this example was formulated to make up 1m 3 Volume slurry is exemplified: 100-200 kg of cement (or phosphogypsum), 500-750 kg of soil, 250-500 kg of construction waste tailings, and 1300-1900 kg/m of bulk weight 3 The 28-day compressive strength of the test block is more than or equal to 0.4MPa, and the permeability coefficient is less than or equal to 1.0 multiplied by 10 -6 cm/s, good workability and 200-220 mm slump.
S5: and repeating the steps S3-S4 to allow the neighboring dumbbell type soil cement curtain piles 2 to be engaged with each other at a position where they are close to each other, wherein the jumping is performed in a manner of beating one by one during the repetition of the steps S3-S4, and the portions where the neighboring dumbbell type soil cement curtain piles 2 are close to each other form an engaged portion, thereby forming a continuous curtain.
Defining the mutual close part of adjacent dumbbell type cement soil curtain piles 2 to form a meshing part as a 'big head' part, waiting for 3-5 days after the dumbbell type cement soil curtain piles 2 are constructed, and enabling a subsequent drilling machine to have enough working surface; the long spiral drilling machine is put in place, the self device is utilized to level and adjust the verticality of the drilling tool, the 'big end' part is cut according to the design position, after the design depth is reached, concrete is grouted by pressure, and then a reinforcing cage is inserted to form a pile, so that the reinforced concrete slope protection pile 3 is formed. The reinforced concrete slope protection piles 3 are occluded with the existing dumbbell type cement soil curtain piles 2 to form a continuous soil and water retaining wall.
Referring to fig. 3, the reinforced concrete slope protection pile 3 is located in the middle of the large head.
Referring to fig. 4, the reinforced concrete slope protection piles 3 can be positioned inside one dumbbell-shaped cement curtain pile 2, namely, the reinforced concrete slope protection piles are completely wrapped by the dumbbell-shaped cement curtain pile 2, and meanwhile, the reinforced concrete slope protection piles 3 are positioned at the occlusion positions of the two dumbbell-shaped cement curtain piles 2, so that the concrete filling coefficient of the reinforced concrete slope protection piles 3 can be controlled to be close to 1.0, concrete is saved, and the quality of the reinforced concrete slope protection piles 3 is ensured. Originally, the reinforced concrete slope protection pile 3 is constructed in the peat soil, as the specific gravity of the peat soil is close to 1.0, the specific gravity of the concrete is 2.4-2.5, and the reinforced concrete slope protection pile 3 is easy to form a big belly, so that firstly, concrete is wasted, secondly, the construction of the adjacent reinforced concrete slope protection pile 3 is difficult, a drilling tool is easy to break, thirdly, the reinforced concrete slope protection pile 3 is easy to eat a groove, the structural construction trouble is easy to cause, and redundant concrete needs to be chiseled. The reinforced concrete slope protection piles 3 are placed at the large head part, so that the construction difficulty in the peat soil is overcome, and the quality of the reinforced concrete slope protection piles 3 is ensured.
Example 2:
the embodiment of the application also discloses a construction method of the dumbbell type cement soil curtain pile in the peat soil stratum.
Referring to fig. 5 and 6, unlike embodiment 1, the sinking tube 1 in this embodiment is in the form of a double tube, and the bottom of the sinking tube is open and not closed.
Referring to fig. 7, the bottom of the outer tube 11 is provided with an inner edge 4, so that the inner tube 12 is seated on the inner edge 4 of the outer tube 11 to form an annular closed space, and soil particles cannot enter between the two layers of tubes. The welding of 11 bottom ends of outer tube has reinforcing ring 5, and reinforcing ring 5 is located the 11 outer walls of outer tube, and when meetting the ovum gravel layer, the setting of reinforcing ring 5 plays the guard action to outer tube 11, hits the ovum gravel stone that meets 11 bottoms of outer tube and breaks or crowds out, guarantees that immersed tube 1 sinks smoothly to the design degree of depth.
Referring to fig. 5, after the double-pipe type immersed tube 1 is sunk to form a hole, the inner pipe 12 with the internal soil is lifted out, the inner pipe is filled by a hopper or a pump, and finally the outer pipe 11 is pulled out by vibration when the inner pipe is filled to a designed position. And (3) if necessary, sinking the outer pipe 11 and re-irrigating. The double-pipe has the advantages that the soil squeezing effect of the immersed pipe 1 with the closed bottom end is avoided; the outer pipe 11 protects, and the pile forming quality is easier to guarantee.
The embodiments of the present invention are preferred embodiments of the present application, and the scope of protection of the present application is not limited by the embodiments, so: equivalent changes in structure, shape and principle of the present application shall be covered by the protection scope of the present application.
Claims (7)
1. A construction method of a dumbbell type cement soil curtain pile in a peat soil stratum is characterized by comprising the following steps: a dumbbell type cemented soil occlusion curtain pile is formed by adopting a vibrating sinking pipe (1), and the method comprises the following steps:
s1: preparation before construction;
s2: measuring the paying-off and pile positioning positions;
s3: the pile driver of the immersed tube (1) is positioned, the immersed tube (1) is a single-layer tube, the front end of the immersed tube (1) is a combined flap type pile tip or a prefabricated pile tip, no matter whether the flap type pile tip or the prefabricated pile tip is in a dumbbell shape, the section of the immersed tube (1) is also in the dumbbell shape, the immersed tube (1) is located on a pile position, the immersed tube (1) and the vibration hammer are immersed into the ground by the aid of the self weight of the immersed tube (1), and if the designed depth is not reached, the vibration hammer is started to vibrate the immersed tube (1) to the designed depth;
s4: pouring cement soil slurry into the immersed tube (1), and pulling up the immersed tube (1) to form a dumbbell-shaped cement soil curtain pile (2);
s5: repeating the steps S3-S4 to enable the adjacent dumbbell-shaped cement soil curtain piles (2) to be mutually engaged at the positions close to each other; after the dumbbell-shaped cement soil curtain piles (2) are solidified, a reinforced concrete slope protection pile (3) is driven between the two dumbbell-shaped cement soil curtain piles (2) by a long spiral drilling machine to form a reliable soil and water retaining wall structure; and (3) adjacent parts, meshed with each other, of the dumbbell-shaped cement soil curtain piles (2) are drilled by a long-spiral drilling machine, concrete is pressure-poured, and then a reinforcement cage is inserted to form the reinforced concrete slope protection pile (3).
2. A construction method of a dumbbell type cement soil curtain pile in a peat soil stratum is characterized by comprising the following steps: a dumbbell type cemented soil occlusion curtain pile is formed by adopting a vibrating sinking pipe (1), and the method comprises the following steps:
s1: preparation before construction;
s2: measuring the paying-off and pile positioning;
s3: the pile machine of the immersed tube (1) is positioned, the immersed tube (1) is a double-layer tube, the bottom of the outer tube (11) is provided with an inner projecting edge (4) for the bottom of the inner tube (12) to be seated, so that an annular closed space is formed, the section of the immersed tube (1) is dumbbell-shaped, the immersed tube (1) is seated on a pile position, the immersed tube (1) and the self weight of the vibration hammer are utilized to be immersed into the ground, and if the designed depth is not reached, the vibration hammer is started to vibrate the immersed tube (1) to the designed depth; when meeting the gravel layer, welding a reinforcing ring (5) which can extrude or crack the gravel at the bottom end of the outer pipe (11);
s4: changing a pile clamping method to enable the pile clamping device to only clamp the inner pipe (12), starting a winch to pull out the inner pipe (12), pouring cement soil slurry into the outer pipe 11, and vibrating to pull out the outer pipe (11) to form a dumbbell type cement soil curtain pile (2);
s5: repeating the steps S3-S4 to ensure that the adjacent dumbbell type cement soil curtain piles (2) are mutually occluded at the positions close to each other; after the dumbbell-shaped cement soil curtain piles (2) are solidified, a reinforced concrete slope protection pile (3) is driven between the two dumbbell-shaped cement soil curtain piles (2) by a long spiral drilling machine to form a reliable soil and water retaining wall structure; and (3) adjacent parts, meshed with each other, of the dumbbell-shaped cement soil curtain piles (2) are drilled by a long-spiral drilling machine, concrete is pressure-poured, and then a reinforcement cage is inserted to form the reinforced concrete slope protection pile (3).
3. The peat soil stratum dumbbell-type cement soil curtain pile construction method according to claim 1 or 2, characterized in that: when step S5 is implemented, a skip-beating manner is adopted, that is, every other skip-beating is adopted.
4. The peat soil stratum dumbbell-type cement soil curtain pile construction method according to claim 1 or 2, characterized in that: the cement soil slurry is prepared from construction waste tailings and cement industrial waste, or is prepared from construction waste tailings and phosphogypsum industrial waste.
5. The peat soil stratum dumbbell-type cement soil curtain pile construction method according to claim 1 or 2, characterized in that: in step S3, the vibration hammer is a high-frequency resonance-free vibration hammer.
6. The peat soil stratum dumbbell-type cement soil curtain pile construction method according to claim 1 or 2, characterized in that: the cement soil slurry is directly poured by a hopper or pumped by a land pump.
7. The peat soil stratum dumbbell-type cement soil curtain pile construction method according to claim 2, characterized in that: and (3) lifting the outer pipe (11) to the designed elevation while grouting the cement soil slurry, sinking the outer pipe (11) again and grouting the cement soil slurry in order to ensure the pile-forming quality, and then lifting the outer pipe (11) to the designed elevation.
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| CN100386484C (en) * | 2005-07-07 | 2008-05-07 | 何世鸣 | New type cement soil pile and its construction method |
| CN2823330Y (en) * | 2005-07-07 | 2006-10-04 | 北京建材地质工程公司 | Special shaped cement soil pile |
| CN103174169A (en) * | 2011-12-21 | 2013-06-26 | 温州长城基础工程公司 | Cast-in-place H-shaped reinforced concrete and cement soil alternative underground continuous wall and construction method thereof |
| CN103255764A (en) * | 2013-05-22 | 2013-08-21 | 浙江省地质矿产工程公司 | Construction method for vibrating sunken tube construction secant pile wall |
| CN103452101B (en) * | 2013-08-26 | 2016-08-10 | 江苏鼎达建筑新技术有限公司 | Prestressed-concrete pile and supporting piling wall |
| CN104652420A (en) * | 2013-11-20 | 2015-05-27 | 金国平 | Sinking pipe soil withdrawing and cast-in-place rectangular supporting pile diaphragm wall and construction method thereof |
| CN104032732B (en) * | 2014-05-04 | 2016-11-16 | 江苏鼎达建筑新技术有限公司 | Cast-type pre-stressed steel plate concrete-pile and construction method thereof and supporting piling wall |
| CN104099923B (en) * | 2014-06-20 | 2016-08-24 | 江苏鼎达建筑新技术有限公司 | Cast-type external prestressing steel tube concrete pile and construction method thereof and supporting piling wall |
| CN206157751U (en) * | 2015-10-13 | 2017-05-10 | 陆见华 | Dysmorphism immersed tube secant pile , stake mould and seepproof screen |
| CN107587502B (en) * | 2017-09-23 | 2020-10-23 | 北京建材地质工程有限公司 | Construction method for rotary drilling hole-forming pressure-grouting cement soil occlusion curtain pile |
| CN208280140U (en) * | 2017-10-31 | 2018-12-25 | 中国建筑股份有限公司 | A kind of T section support pile closing retaining design and its construction casing |
| CN109024557A (en) * | 2018-08-09 | 2018-12-18 | 中国兵器工业北方勘察设计研究院有限公司 | A kind of drill-pouring prefabricated pile and construction method |
| CN112575775A (en) * | 2021-01-25 | 2021-03-30 | 洛阳理工学院 | Immersed tube cement soil mixing pile, construction process and immersed tube device |
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2021
- 2021-05-24 CN CN202110565948.1A patent/CN113309128B/en active Active
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