CN114411696B - Construction method of cement-soil composite pipe pile in dense sand-gravel layer - Google Patents
Construction method of cement-soil composite pipe pile in dense sand-gravel layer Download PDFInfo
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- E—FIXED CONSTRUCTIONS
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- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
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- 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
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Abstract
The invention discloses a construction method of a cement-soil composite pipe pile in a dense sand-gravel layer, which comprises the following steps: s1, external pile construction: s1.1, construction preparation; s1.2, preparing slurry; s1.3, drilling hole forming operation; s1.4, spraying cement paste to form a pile; s2, core pile construction: s2.1 preparing for core pile implantation; s2.2, static implantation of the core pile; s2.3, testing the final pile; and S2.4, correcting the pile top elevation. When drilling hole-forming operation, the drill rod, high-pressure water and high-pressure gas simultaneously act on consolidated soil body, and the drill is repeatedly lifted and drilled, so that the soil body in the cement soil pile hole can be fully softened, the method is suitable for non-soft soil layers such as compact sand gravel layers and the like, and the application range of the cement soil composite pipe pile is widened. Install plugging device at the core pile bottom when core pile implantation prepares, promoted soil cement composite pipe pile's resistance to plucking ability, install positioner at core pile top and pile bottom, can adjust the pile core when implanting at accurate opportunity, greatly improve efficiency of construction and construction quality. The static implantation of the core pile greatly reduces noise pollution.
Description
Technical Field
The invention relates to the technical field of building foundation and foundation construction, in particular to a construction method of a cement-soil composite pipe pile in a dense sand-gravel layer.
Background
The current pile foundation engineering shows a new development trend, and the pile foundation develops towards large-diameter long piles, miniature piles, high-strength piles and composite piles.
However, the traditional cast-in-place pile has high construction noise and excessive sediment, and the project in the urban core area is influenced by traffic control, so that the commercial concrete cannot be continuously cast; the prefabricated pipe pile construction easily generates a soil squeezing effect, has great influence on surrounding buildings, has great construction difficulty in a dense layer and is difficult to ensure the pile forming quality; when the cement-soil composite pipe pile construction meets large particles such as pebbles, gravels and the like, the strength of a cement-soil mixing pile (an outer pile) is influenced. Therefore, a method for constructing a tubular pile is needed to solve the above problems.
Disclosure of Invention
Aiming at the defects of the prior art, the invention designs a construction method of a cement-soil composite pipe pile in a dense sand-gravel layer, which comprises the following steps: s1, constructing an outer pile: s1.1, construction preparation; s1.2, preparing composite cement slurry; s1.3, drilling hole forming operation: the drill rod, the high-pressure water and the high-pressure gas simultaneously act on the consolidated soil body to change the consolidated soil layer into a flow plastic state, and the drill is repeatedly lifted and drilled; s1.4, spraying composite cement slurry into a soil body in a flow plastic state to form a cement soil pile; s2, core pile construction: s2.1, core pile implantation preparation: the core pile adopts a prefabricated pipe pile, a plugging device is arranged at the bottom of the core pile, and positioning devices are arranged at the pile top and the pile bottom of the core pile; s2.2, implanting the core pile by adopting a static pile pressing process before initial setting of the cement-soil pile: after the cement-soil pile construction equipment moves to construct the next cement-soil pile, the static press machine is put in place, the static press pile machine is aligned to the center point of the pile position, a supporting leg oil cylinder of the platform is started, pile pressing operation is carried out after the horizontal posture of the pile machine is corrected until the prefabricated pipe pile is pressed to the designed elevation, and the cement-soil composite pipe pile is obtained; s2.3, testing the cement-soil composite pipe pile; s2.4, correcting the elevation of the pile top.
Preferably, the drilling speed and the drilling-down speed of the drill rod in the drilling hole-forming operation in the step S1.3 are respectively 16-21r/min and 0.3-0.8m/min, and the high-pressure water and high-pressure air nozzles jet high-pressure water flow and air flow laterally under the pressure of not less than 25 MPa.
Preferably, step S2.1 is that the positioning device of the top of the core pile in preparation for core pile implantation is 0.8-1.0m from the top of the pile, and the positioning device of the bottom of the core pile is 0.5-1.0m from the bottom of the pile, wherein the positioning device comprises: a first positioning rod and a second positioning rod; the first positioning rod is of a circular ring structure, the second positioning rod is fixedly arranged on the first positioning rod, the first positioning rod and the second positioning rod are fixedly arranged on the outer side of the core pile, and the second positioning rod is parallel to the core pile.
Preferably, step S2.1 the occluding device in preparation for core post implantation comprises: the first plugging plate, the second plugging plate and the third plugging plate are arranged in parallel; the first plugging plate is of a hollow circular truncated cone structure, the second plugging plate is of a hollow cylindrical structure, and the third plugging plate is of a circular structure, wherein the bottom angle of the circular truncated cone is 30-75 degrees, and the radius of the third plugging plate, the radius of the second plugging plate and the radius of the thinner end of the first plugging plate are equal; one end of the third plugging plate is fixedly arranged at the thinner end of the first plugging plate, one end of the second plugging plate is fixedly arranged at the joint of the third plugging plate and the first plugging plate, and the other end of the second plugging plate is fixedly arranged on the core pile.
Preferably, in the step S2.2.2 of static implanting of the core pile, the core pile is pressed down by 1.5 to 2.0m each time, then the core pile is sent to the clamp, lifted, tightened again and pressed again, the pressing down is suspended when the lower positioning device of the core pile presses the lower positioning device to the ground for the first time, the perpendicularity of the pile body is corrected from two orthogonal side surfaces of the pile, the pile is pressed formally when the perpendicularity deviation of the pile body is less than 0.5%, and the pressing down is suspended when the upper positioning device of the core pile presses to the ground, so that the pile splicing or the pile feeder connection is carried out.
Preferably, the outer pile in the outer pile construction in the step S1 adopts a cement-soil pile with the diameter of 600-1200mm, wherein the cement mixing amount of the cement-soil pile is 20-40%, and the bentonite mixing amount is 0-10%; s2, the core pile in the core pile construction adopts a prefabricated pipe pile with the diameter of 300-1000mm, and the pipe pile needs to fill the screw thread of the mechanical connecting joint sleeve in advance with grease.
Preferably, the cement slurry prepared by the slurry in the step S1.2 is ordinary portland cement with the strength grade of 42.5 or above, the weight of water and the weight of cement are measured according to the water-cement ratio of 0.8-1.5, and after the cement slurry is uniformly stirred in a slurry stirring barrel, the cement slurry is filtered by a 60-mesh sieve and is placed in a slurry storage barrel.
Preferably, the flow rate of cement slurry sprayed in the step S1.4 of cement slurry spraying pile forming is 200-250L/min, the grouting pressure is not less than 25MPa, and the cement slurry spraying process is stopped when the cement slurry is sprayed to 500mm above the designed pile top elevation.
Preferably, the step S2.3 of pile finishing testing needs to meet the requirements of design calculation pressure, pressure stabilizing time 5S and pressure stabilizing times 3 times, wherein the design elevation control is used as a main or final pile pressure.
Preferably, in the step S2.4, after the pile feeder is pulled out, the pile top elevation needs to be corrected, the caliper is inserted into the hole of the tubular pile, the pile top elevation is fixed at the top of the tubular pile, and the pile top elevation is corrected by using the level gauge.
Compared with the closest prior art, the invention has the following beneficial effects:
1. the invention can make the soil body in the cement soil pile hole fully softened by repeatedly lifting the drill and drilling down, so that the method can be suitable for non-soft soil layers such as compact sand gravel layers and the like, and widens the application range of the cement soil composite pipe pile.
2. According to the invention, the plugging device is arranged at the bottom of the core pile when the core pile is prepared for implantation, so that the pulling resistance of the cement-soil composite pipe pile is improved, the positioning devices are arranged at the top and the bottom of the core pile, the pile core can be adjusted at an accurate time when the core pile is implanted, and the construction efficiency and the construction quality are greatly improved.
3. The core pile adopts an implantation mode of core pile static implantation, greatly reduces noise pollution, avoids control, can be continuously constructed and poured, and increases construction efficiency.
4. The invention adopts cement and precast tubular piles as main materials, thereby avoiding the problem of untimely concrete supply in pile foundation construction, further shortening the construction period and reducing the cost.
Drawings
FIG. 1 is a flow chart of the construction method of the present invention.
Fig. 2 is a schematic view of the composite tubular pile of the present invention.
FIG. 3 is a schematic view of a positioning device according to the present invention.
FIG. 4 is a top view of the positioning device of the present invention.
Fig. 5 is a side view of the positioning device of the present invention.
Figure 6 is a schematic view of an occluding device of the present invention.
Figure 7 is a cross-sectional view of an occluding device of the present invention.
Reference numerals:
1-core pile, 2-positioning device, 21-first positioning rod, 22-second positioning rod, 3-plugging device, 31-first plugging plate, 32-second plugging plate and 33-third plugging plate.
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.
Example 1
As shown in fig. 1-2, the invention provides a construction method of a cement-soil composite pipe pile in a dense sand-gravel layer, which comprises the following steps:
s1, constructing an outer pile: the outer pile is a cement-soil pile with the diameter of 600-1200mm, wherein the cement mixing amount of the cement-soil pile is 20-40%, and the bentonite mixing amount is 0-10%.
S1.1, construction preparation: and (5) pile position lofting is carried out according to the construction drawing. And assembling and debugging equipment such as a jet grouting drilling machine, an air compressor, a static pile press and the like, and ensuring that the equipment runs normally. And adjusting the verticality of the drill rod to be not more than 0.5%.
S1.2, slurry preparation: preparing composite cement slurry, wherein the cement slurry is ordinary portland cement with the strength grade of 42.5 or above, the weight of water and the cement is measured according to the water cement ratio of 0.8-1.5, the cement and the water are uniformly stirred in a slurry stirring barrel, filtered by a 60-mesh sieve and placed in a slurry storage barrel.
S1.3, drilling hole forming operation: the drill rod, the high-pressure water and the high-pressure gas simultaneously act on the consolidated soil body to change the consolidated soil layer into a flow plastic state, and the drill is repeatedly lifted and drilled. The drilling speed and the drilling speed of the drill rod are respectively 16-21r/min and 0.3-0.8m/min, and the high-pressure water and high-pressure gas spray heads spray high-pressure water flow and high-pressure gas flow laterally under the pressure of not less than 25 MPa. The drill rod, the high-pressure water and the high-pressure air simultaneously act on the consolidated soil body, and the drill is repeatedly lifted and drilled, so that the soil body in the cement soil pile hole can be fully softened, the method can be suitable for non-soft soil layers such as a compact sand gravel layer and the like, and the application range of the cement soil composite pipe pile is widened.
S1.4, spraying cement paste to form a pile: and spraying composite cement slurry into the soil body in the plastic flowing state to form the cement soil pile. The flow rate of the cement grout sprayed is 200-250L/min, the grouting pressure is more than or equal to 25MPa, and the cement grout is stopped when the cement grout is sprayed to 500mm above the designed pile top elevation.
S2, core pile construction: the core pile is a prefabricated pipe pile with the diameter of 300-1000mm, and the pipe pile needs to be filled with grease in advance to form screw threads of a sleeve of the mechanical connection joint. The cement and the precast tubular pile are used as main materials, so that the problem of untimely concrete supply in pile foundation construction is avoided, the construction period is shortened, and the cost is reduced.
S2.1, core pile implantation preparation: the core pile adopts a prefabricated pipe pile, the bottom of the core pile is provided with a plugging device, and the top and the bottom of the core pile are provided with positioning devices. The locating device of core pile top is 0.8-1.0m apart from the pile top, and the locating device of core pile bottom is 0.5-1.0m apart from the pile bottom, wherein, the locating device includes: a first positioning rod 21 and a second positioning rod 22; the first positioning rod 21 is of a circular ring structure, the second positioning rod 22 is fixedly arranged on the first positioning rod 21, the first positioning rod 21 and the second positioning rod 22 are fixedly arranged on the outer side of the core pile, and the second positioning rod 22 is parallel to the core pile. The occlusion device comprises: a first 31, a second 32 and a third 33 plugging plate; the first blocking plate 31 is in a hollow circular truncated cone structure, the second blocking plate 32 is in a hollow cylindrical structure, and the third blocking plate 33 is in a circular structure, wherein the bottom angle of the circular truncated cone is 30-75 degrees, and the radius of the third blocking plate 33, the radius of the second blocking plate 32 and the radius of the thinner end of the first blocking plate 31 are equal; one end of the third plugging plate 33 is fixedly installed at the thinner end of the first plugging plate 31, one end of the second plugging plate 32 is fixedly installed at the joint of the third plugging plate 33 and the first plugging plate 31, and the other end is fixedly installed on the core pile. Installation plugging device at the bottom of the core pile has promoted soil cement composite pipe pile's resistance to plucking ability, installs positioner at the bottom of core pile top and the stake, can adjust the stake core when implanting at accurate opportunity, greatly improves efficiency of construction and construction quality.
S2.2, core pile static force implantation: the core pile is implanted by adopting a static pile pressing process before the initial setting of the cement-soil pile: and after the cement-soil pile construction equipment moves the machine to construct the next cement-soil pile, the static press-fitting machine is put in place, the static press-fitting machine is aligned to the center point of the pile position, the landing leg oil cylinder of the platform is started, and the pile pressing operation is carried out after the horizontal posture of the pile-pressing machine is corrected until the prefabricated tubular pile is pressed to the designed elevation, so that the cement-soil composite tubular pile is obtained. The pile is pressed down for 1.5-2.0m each time, then the pile is sent to a clamp, lifted, tightened again and pressed again, the lower positioning device is pressed to the ground for the first time by the lower positioning device of the core pile, the perpendicularity of the pile body is corrected from two orthogonal side surfaces of the pile, the pile is pressed formally when the perpendicularity deviation of the pile body is less than 0.5%, the upper positioning device of the core pile is pressed to the ground for the time of pressing, and pile splicing or pile sending device connection is carried out. The implantation mode of static implantation of the core pile is adopted, so that noise pollution is greatly reduced, control is avoided, continuous construction and pouring can be realized, and the construction efficiency is increased.
S2.3, final pile testing: the cement-soil composite pipe pile is tested to meet the requirements of design calculation pressure mainly based on design elevation control or final pile pressure, pressure stabilizing time of 5S and pressure stabilizing times of 3 times.
S2.4, pile top elevation correction: the pile top elevation needs to be corrected by inserting the caliper into a hole of the tubular pile after the pile feeder is pulled out, fixing the caliper at the top of the tubular pile and checking the pile top elevation by using a level gauge.
Example 2
One embodiment of the present invention will be described below:
s1, constructing an outer pile: the outer pile is a cement-soil pile with the diameter of 800mm, wherein the cement mixing amount of the cement-soil pile is 30 percent, and the bentonite mixing amount is 0 percent.
S1.1, construction preparation: pile position lofting is carried out according to a construction drawing, equipment such as a jet grouting drilling machine, an air compressor, a static pile pressing machine and the like are assembled and debugged, normal operation of the equipment is ensured, and the verticality of a drill rod is adjusted to be not more than 0.5%.
S1.2, preparing slurry: the cement slurry adopts 42.5-grade ordinary portland cement, the water cement ratio is 0.8, the weight of water and cement is measured according to the designed water cement ratio, the cement slurry is uniformly stirred in a slurry stirring barrel, filtered by a 60-mesh sieve and placed in a slurry storage barrel; the cement paste storage barrel is used for continuously stirring the cement paste to prevent the cement paste from precipitating; the pump head of the grouting pump is covered by a fine mesh screen to prevent coarse particles from being sucked to block a drill nozzle.
S1.3, drilling hole forming operation: drilling to form a hole: the drill rod, the high-pressure water and the high-pressure gas act on the consolidated soil body simultaneously, the drilling speed and the drilling-down speed of the drill rod are respectively 16-21r/min and 0.3-0.8m/min, the high-pressure water and high-pressure gas spray heads spray high-pressure water flow and air flow laterally under the pressure not less than 25MPa, the soil body is disintegrated and softened, and the soil body in the cement soil pile hole is fully softened by repeatedly lifting and drilling down. And monitoring the verticality of the drill rod of the drilling machine in real time in the drilling process, and stopping drilling once the deviation is more than 0.5 percent to correct.
S1.4, spraying cement paste to form a pile: after the drilling reaches the design depth, a high-pressure grouting pump is started, the drilling rod is lifted while the slurry is sprayed, the drilling tool is lifted according to the design lifting speed, the pressure of the high-pressure grouting pump is controlled, and the slurry is sprayed to 500mm above the designed pile top elevation.
S2, core pile construction: the core pile adopts a phi 500mm high-strength prestressed precast tubular pile (PHC 500B 100), the effective pile length of the tubular pile is 17.2m, and the tubular pile is constructed within 6h after the cement soil pile is constructed.
S2.1, core pile implantation preparation: the pipe pile is filled with butter in advance to mechanically connect the screw thread of the meat frying sleeve, so as to prevent the damage of the pipe pile. And installing a plugging device at the bottom of the core pile, and installing a positioning device at the top and the bottom of the core pile.
S2.2, core pile static force implantation: when the static pile press is in place, the pile position central point is aligned, the supporting leg oil cylinder of the platform is started, and the horizontal posture of the pile press is corrected. The single point of the pile body is bound by a steel wire rope to lift, and the pile body is moved into a jaw of a vertical pile clamping of the pile machine. After the pile is suspended into the pile-clamping jaw, the driver is instructed by the commander to slowly lower the pile to about 100mm from the pile tip to the ground, the pile body is adjusted to be just clamped into the steel bar circular ring positioning device, then the pile body is fastened, the pile is pressed to the lower positioning device to be contacted with the ground, the pressing is suspended, the perpendicularity of the pile body is corrected from two orthogonal side surfaces of the pile, and the pile can be formally pressed when the perpendicularity deviation of the pile body is less than 0.5 percent. And (3) static implantation of the tubular pile: the pile pressing is to press the pile into the soil by the force of the extending stroke of the pile pressing oil cylinder of the main machine, the maximum stroke of the pile pressing oil cylinder is different due to different types of pile pressing machines, generally 1.5-2.0m, so that the depth of the pile into the soil is about 1.5-2.0m when the pile is pressed down each time, then the clamp is loosened, the pile is lifted, clamped again and pressed again, and the process is repeated. In this example, pile extension is not required, and pile pressing is suspended only when the upper positioning device 3 is pressed to the top surface, and the pile feeder is connected to press the pile to the designed elevation.
S2.3, final pile testing: the final pile pressure is mainly controlled by the design elevation or the final pile pressure value is not less than 2900KN, the pressure stabilizing time is 5S, and the pressure stabilizing times are 3 times.
S2.4, pile top elevation correction: after the pile feeder is pulled out, the caliper is inserted into the hole of the tubular pile and fixed at the top of the tubular pile, and the elevation of the pile top is checked by using a level gauge. And after the checking is correct, the next tubular pile construction can be carried out.
The above is only a preferred embodiment of the present invention, and is not intended to limit the present invention, and various modifications and changes will occur to those skilled in the art. Any modification, equivalent replacement, improvement or the like made within the spirit and principle of the present invention is included in the scope of the claims of the present invention filed as filed.
Claims (8)
1. A construction method of a cement composite pipe pile in a dense sand and pebble layer is characterized by comprising the following steps:
s1, constructing an outer pile:
s1.1, construction preparation;
s1.2, preparing composite cement slurry;
s1.3, drilling hole forming operation: the drill rod, the high-pressure water and the high-pressure gas simultaneously act on the consolidated soil body to change the consolidated soil layer into a flow plastic state, and the drill is repeatedly lifted and drilled;
s1.4, spraying composite cement slurry into a soil body in a flow plastic state to form a cement soil pile;
s2, core pile construction:
s2.1, core pile implantation preparation: the core pile adopts a prefabricated pipe pile, a plugging device is arranged at the bottom of the core pile, and positioning devices are arranged at the pile top and the pile bottom of the core pile;
wherein, the locating device of core pile top is 0.8-1.0m apart from the pile top, and the locating device of core pile bottom is 0.5-1.0m apart from the pile bottom, the locating device includes: a first positioning rod (21) and a second positioning rod (22); the first positioning rod (21) is of a circular ring structure, the second positioning rod (22) is fixedly arranged on the first positioning rod (21), the first positioning rod (21) and the second positioning rod (22) are fixedly arranged on the outer side of the core pile, and the second positioning rod (22) is parallel to the core pile;
the occlusion device comprises: a first closure plate (31), a second closure plate (32) and a third closure plate (33); the first plugging plate (31) is of a hollow circular truncated cone structure, the second plugging plate (32) is of a hollow cylindrical structure, and the third plugging plate (33) is of a circular structure, wherein the bottom angle of the circular truncated cone is 30-75 degrees, the radius of the third plugging plate (33), the radius of the second plugging plate (32) and the radius of the thinner end of the first plugging plate (31) are equal; one end of the third plugging plate (33) is fixedly arranged at the thinner end of the first plugging plate (31), one end of the second plugging plate (32) is fixedly arranged at the joint of the third plugging plate (33) and the first plugging plate (31), and the other end is fixedly arranged on the core pile;
s2.2, implanting the core pile by adopting a static pile pressing process before the initial setting of the cement-soil pile: after the cement-soil pile construction equipment moves to construct the next cement-soil pile, the static press machine is put in place, the static press pile machine is aligned to the center point of the pile position, a supporting leg oil cylinder of the platform is started, pile pressing operation is carried out after the horizontal posture of the pile machine is corrected until the prefabricated pipe pile is pressed to the designed elevation, and the cement-soil composite pipe pile is obtained;
s2.3, testing the cement-soil composite pipe pile;
s2.4, correcting the elevation of the pile top.
2. The construction method of the cement-soil composite pipe pile in the dense sand-gravel layer according to claim 1, wherein the drilling speed and the drilling-down speed of the drill rod in the drilling and hole-forming operation of the step S1.3 are 16-21r/min and 0.3-0.8m/min, respectively, and the high-pressure water and high-pressure air nozzles laterally spray high-pressure water flow and air flow under the pressure of not less than 25 MPa.
3. A method for constructing a dense sand and gravel layer cement composite pipe pile according to claim 1, wherein in step S2.2, in the static implanting process of the core pile, the core pile is pressed down by 1.5 to 2.0m each time, then the core pile is sent to a fixture, lifted, re-tightened and re-pressed, the pressing down is suspended when the lower positioning device of the core pile presses the lower positioning device to the ground for the first time, the verticality of the pile body is corrected from two orthogonal sides of the pile, the pile is pressed formally when the verticality deviation of the pile body is less than 0.5%, the pressing down is suspended when the upper positioning device of the core pile presses to the ground, and the pile splicing or the pile feeder is connected.
4. The construction method of the cement composite tubular pile in the dense sand-gravel layer according to claim 1, wherein the outer pile in the outer pile construction in the step S1 is a cement-soil pile with a diameter of 600-1200mm, wherein the cement mixing amount of the cement-soil pile is 20-40%, and the bentonite mixing amount is 0-10%; s2, in the core pile construction, a prefabricated pipe pile with the diameter of 300-1000mm is adopted, and the pipe pile needs to be filled with grease in advance to be screwed with a mechanical connecting joint sleeve.
5. The construction method of a cement-soil composite pipe pile in a dense sandy gravel layer according to claim 1, wherein the cement slurry prepared from the slurry of step S1.2 is ordinary portland cement with a strength grade of 42.5 or more, the weight of water and cement is measured according to a water-cement ratio of 0.8-1.5, the mixture is stirred uniformly in a stirring barrel, filtered through a 60-mesh sieve, and placed in a slurry storage barrel.
6. The construction method of the cement-soil composite pipe pile in the dense sand-gravel layer according to claim 1, wherein the flow rate of cement slurry sprayed in the step S1.4 of spraying cement slurry to form the pile is 200-250L/min, the grouting pressure is not less than 25MPa, and the construction method stops when the cement slurry is sprayed to 500mm above the designed pile top elevation.
7. The construction method of the cement-soil composite pipe pile in the dense sand-gravel layer according to claim 1, wherein the step S2.3 of the final pile test is required to meet the requirements of the design calculation pressure which is mainly controlled by the design elevation or the final pile pressure, the pressure stabilizing time of 5S and the pressure stabilizing times of 3 times.
8. The method for constructing a cement-soil composite tubular pile in a dense sand-gravel layer according to claim 1, wherein the step S2.4 of correcting the elevation of the pile top requires that after the pile feeder is pulled out, a caliper is inserted into a hole of the tubular pile, the tubular pile is fixed on the top of the tubular pile, and a level gauge is used for checking the elevation of the pile top.
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