CN112064623A - Construction method of carrier pile - Google Patents
Construction method of carrier pile Download PDFInfo
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- CN112064623A CN112064623A CN202010786213.7A CN202010786213A CN112064623A CN 112064623 A CN112064623 A CN 112064623A CN 202010786213 A CN202010786213 A CN 202010786213A CN 112064623 A CN112064623 A CN 112064623A
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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
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
- E02D3/02—Improving by compacting
- E02D3/08—Improving by compacting by inserting stones or lost bodies, e.g. compaction piles
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
- E02D3/12—Consolidating by placing solidifying or pore-filling substances in the soil
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Abstract
The invention provides a construction method of a carrier pile, aiming at geological soil layers with different conditions, under the condition of using smaller equipment, the construction of pile body pore-forming and pile end carrier of a pile with larger depth is completed by adopting a targeted multi-pipe relay process, and the improvement of work efficiency and cost saving are realized while the bearing capacity of the pile is obviously improved; in geological conditions with rich or soft underground water content, a special A pipe and B, C double-sleeve device is adopted for bottom sealing hole forming and pile end carrier construction, or a special A pipe, a special B pipe and a heavy hammer device are adopted for bottom sealing hole forming and pile end carrier construction; in geological conditions with low underground water content or hard ground water, the A pipe and B, C double-sleeve device is adopted for hole forming and pile end carrier construction, so that the construction progress and quality are ensured, and the application type and application range of the carrier pile are expanded.
Description
Technical Field
The invention relates to the field of civil engineering, in particular to construction of a carrier pile.
Background
With the rapid development of national construction in China, more and more construction projects such as bridges, elevated railways and the like are provided, and the original multi-storey buildings are gradually replaced by high-rise buildings, so that the requirement on the bearing capacity of piles in the foundation is relatively higher and higher. In the face of the trend, a method of increasing the pile diameter and the pile length is generally adopted in geotechnical engineering at present to increase the friction force and the end resistance of the pile so as to achieve the purpose of improving the bearing capacity of the pile, but the large pile diameter and the long pile have very high construction cost, the reason is that the consumption of building materials is very large, the requirement on construction equipment is very high, generally, if a pile with the height of more than 20 meters is constructed, large construction equipment used for constructing the pile with the height of more than 40 meters is required, the construction cost is as high as hundreds of thousands of yuan, and the manufacturing cost, the construction cost and the transportation cost are very expensive.
The patent No. ZL98101041.5 discloses a pile foundation technology, which is a prototype and a precursor of a carrier pile, and comprises a composite carrier and a concrete pile body, and is characterized in that a pile casing is filled with fillers such as construction waste, the fillers are rammed by a heavy hammer, the composite carrier is formed at the pile end by a three-stroke penetration control standard, and the upper load is effectively transmitted to a better bearing layer through the composite carrier below the pile and the pile, so that the bearing capacity of the pile is improved. However, due to the limitation of construction equipment and construction means, it is difficult to complete a larger diameter and longer pile, and thus it is difficult to apply the pile to a project requiring high bearing capacity.
Patent No. ZL98101332.5 discloses a construction equipment for concrete pile with ramming head at bottom, which is specially invented for patent No. ZL98101041.5, and has been used in engineering construction for more than twenty years, and the number of such equipment in each world of conservative estimation society is more than thousands. Because the design starting point of the equipment is limited, the equipment is small in size and generally not more than 13 meters in height, although the equipment has the characteristics of high construction speed and low cost, the equipment can only construct piles with the height of less than 10 meters, and the equipment cannot be constructed by longer piles, but the application range and the quantity of short piles with the height of less than 10 meters are smaller and smaller nowadays, so that the construction tasks of thousands of equipment every year are gradually reduced, a large amount of equipment is left unused and even abandoned gradually, and the great waste of real resources and physical strength is caused.
In addition, coastal areas of China are areas where developed cities are concentrated, the number of construction projects is large, most of geological conditions of the coastal areas have the same characteristics, namely, the content of underground water is rich, the soil quality is soft, the characteristics cause great difficulty in foundation base treatment, the carrier piles are also the same, and the problems that water enters a pile casing and cannot be constructed, the concrete of a pile body is corroded by water or sludge and is easy to shrink or break, the soil body at the pile end is impacted by fillers to cause serious disturbance and the like are particularly easily encountered in construction, and the bearing capacity of a pile foundation is seriously influenced.
It is therefore desirable to provide a pile which meets the high load bearing requirements and which is adaptable to a variety of geological formations, and which is both highly efficient and relatively low cost.
Disclosure of Invention
The invention is provided to solve the above problems, and aims to provide a construction method of a carrier pile, which adopts a targeted multi-pipe relay process to complete the pile body pore-forming of a pile with larger depth and the construction of a pile end carrier under the condition of using smaller equipment aiming at geological soil layers with different conditions, thereby obviously improving the bearing capacity of the pile and simultaneously realizing the improvement of work efficiency and the saving of cost.
In order to achieve the purpose, the construction method of the carrier pile can quickly finish the construction of a long pile by using smaller construction equipment in geological conditions with rich or soft underground water content, and comprises the following steps:
1) vertically placing a pipe A with a valve type bottom end at a pile position in a foundation, placing a striking cap above the top end of the pipe A, and hammering the striking cap by using a heavy hammer to enable the pipe A to sink to a first set depth in a soil body;
2) placing a double-sleeve device consisting of a tube B and a tube C in the inner cavity of the tube A, arranging a bottom sealing plate outside the bottom end of the tube B, placing a striking cap above the top ends of the tube B and the tube C, and hammering the striking cap by using a heavy hammer to ensure that the tube C and the tube B open a bottom valve of the tube A and simultaneously sink downwards in a soil body to a second set depth; the diameter of the pipe B is smaller than that of the pipe A and the length of the pipe B is larger than that of the pipe A, the diameter of the pipe C is smaller than that of the pipe B and the length of the pipe C is not smaller than that of the pipe B, the bottom end of the pipe B is open, and the bottom end of the pipe C is closed;
3) lifting the pipe C by a certain height, filling a certain amount of cement mixtures in a gap between the pipe B and the pipe C, and hammering a beating cap above the pipe C to tamp the filled cement mixtures by the pipe C;
4) repeatedly carrying out the operation of the step 3) to strengthen and compact the soil body within a certain depth and range below the pile end to form a pile end carrier, and realizing the equivalent calculation area Ae of the carrier pile through the three-shot penetration or the compaction degree of the carrier of the filling amount of the cement mixture;
5) and (5) performing prefabricated or cast-in-place concrete pile body construction.
The invention also provides a construction method of the carrier pile, which can quickly finish the construction of a longer pile by using smaller construction equipment in geological conditions with less underground water content or harder underground water content, and comprises the following steps:
1) vertically placing an A pipe with an open bottom end at a pile position in a foundation, and sinking the A pipe to a first set depth in a hammering pipe following mode; the pipe following hammering mode is that a heavy hammer is placed in the pipe A, the heavy hammer is lifted to a certain height and then freely falls to tamp the soil body at the lower end of the pipe A, and the pipe A is pressed down after a hole with a certain depth is formed in the soil body;
2) a double-sleeve device consisting of a tube B and a tube C is placed in the inner cavity of the tube A, a striking cap is placed above the top ends of the tube B and the tube C, and the striking cap is hammered by a heavy hammer, so that the tube C and the tube B open a valve at the bottom end of the tube A and sink into soil body; the diameter of B pipe be less than A pipe and length be greater than A pipe, the diameter of C pipe is less than B pipe and length be not less than B pipe, the bottom opening of B pipe, the bottom of C pipe is sealed:
3) lifting the pipe C by a certain height, filling a certain amount of cement mixtures in a gap between the pipe B and the pipe C, and hammering a beating cap above the pipe C to tamp the filled cement mixtures by the pipe C;
4) repeatedly carrying out the operation of the step 3), so that soil mass in a certain depth and range below the pile end is reinforced and compacted to form a pile end carrier, and controlling the compaction degree of the carrier through the three-shot penetration or the filling quantity of the cement mixture to realize the equivalent calculation area Ae of the carrier pile;
5) and (5) performing prefabricated or cast-in-place concrete pile body construction.
The invention also relates to a construction method of a carrier pile, which can quickly finish the construction of a longer pile by using smaller construction equipment in geological conditions with rich or softer underground water content, and comprises the following steps:
1) vertically placing a pipe A with a valve type bottom end at a pile position in a foundation, placing a striking cap above the top end of the pipe A, and hammering the striking cap by using a heavy hammer to enable the pipe A to sink to a first set depth in a soil body;
2) placing a B pipe in the inner cavity of the A pipe, arranging a sealing bottom plate outside the bottom end of the B pipe, placing a striking cap above the top end of the B pipe, and hammering the striking cap by using a heavy hammer to enable the B pipe to open a bottom valve of the A pipe and sink downwards in a soil body to a second set depth;
3) placing a heavy hammer in the inner cavity of the pipe B, filling a certain amount of cement mixtures into the pipe B, and tamping the cement mixtures by utilizing the lifting motion of the heavy hammer in the pipe B;
4) repeatedly carrying out the operation of the step 3) to strengthen and compact the soil body within a certain depth and range below the pile end to form a pile end carrier, and realizing the equivalent calculation area Ae of the carrier pile through the three-shot penetration or the compaction degree of the carrier of the filling amount of the cement mixture;
5) and (5) performing prefabricated or cast-in-place concrete pile body construction.
Preferably, in the method of constructing the carrier pile, the soft geological condition includes a soil layer classified into a fluid, soft plastic, and plastic state.
Preferably, in the method of constructing the carrier pile, the hard geological condition includes soil layers classified into a plastic state, a medium plastic state and a hard plastic state.
In the method of constructing a carrier pile, the small construction equipment preferably has a height of less than 13m, and the long pile preferably has a shaft length of more than 10 m.
Preferably, in the first and third methods for constructing a carrier pile, the pipe a with a valve-type bottom end in step 1) is provided with at least three valves distributed annularly at the bottom end of the pipe a, the pipe body is hinged to the valves, and the valves are closed when the pipe a sinks downwards and opened when the pipe a lifts upwards; a hydraulic telescopic mechanism can be additionally arranged on the valve body to drive the valve to automatically open or close.
Preferably, in the first and second construction methods of a carrier pile, when the impact caps are placed above the top ends of the tubes B and C in the step 2), the diameter of the impact caps is larger than that of the tubes B, so that the tubes C and B can be simultaneously sunk down when the heavy hammer is tamped.
Preferably, in the method for constructing a carrier pile, the cement mixture in the steps 3) and 4) is obtained by mixing cement and sand or crushed stone with small particle size or a mixture of the above materials with water.
Preferably, in the construction method of the carrier pile, in the step 4), the soil body below the pile end in a certain depth and within a certain range is reinforced and compacted, which means that the soil body below the pile end in a depth of 3-5 m and within a diameter of 2-3 m is reinforced and compacted, and the construction ground is ensured not to bulge, and the carrier of the adjacent pile is not damaged.
Preferably, in the method for constructing a carrier pile, the controlling of the degree of compaction of the carrier according to the three-shot penetration or the filling amount of the cement mixture in the step 4) is: the current sinking value of the heavy hammer after falling and tamping when the heavy hammer is not filled is the one-hit penetration, three times of continuous measurement with the same falling distance is the three-hit penetration, and the three-hit penetration meets the following standard: the later penetration is less than or equal to the former penetration, the total value of the three-shot penetration is less than a design value, and the value range of the design value is 0-50 mm; the control of the compactness of the carrier through the filling quantity of the cement mixture refers to that: and setting the filling amount of the cement mixture according to the geological conditions and the bearing capacity requirement, and completely filling and tamping the set amount of the cement mixture.
Preferably, in the construction method of the carrier pile, the equivalent calculated area Ae of the carrier pile in the step 4) is realized, an Ae value is determined according to the three-strike penetration and the soil property of the soil layer to be reinforced, and a value range of the Ae value is 1.4-4.5 cubic meters.
Preferably, in the method for constructing a carrier pile, the cast-in-place concrete pile body construction in the step 5) is: after a reinforcement cage is sunk into the pipe B, pile body concrete is poured, and the pipe B and the pipe A are sequentially lifted out to form a pile; the construction of the precast concrete pile body refers to: placing a prefabricated pile body including a prestressed pipe pile or a prefabricated reinforced concrete solid pile in the pipe B, combining the bottom of the prefabricated pile body with a pile end carrier, then successively taking out the pipe B and the pipe A, and filling the gap between the prefabricated pile body and the wall of the pile hole with concrete or cement mortar.
The construction method of the carrier pile has the characteristics and advantages that:
firstly, a great amount of smaller drop hammer tamping type construction equipment existing in the society at present is fully utilized, and a novel or more larger equipment is not required to be additionally manufactured to construct a longer type of carrier pile; secondly, different sleeve devices and tamping modes are adopted according to different geological conditions, so that smaller construction equipment can efficiently and quickly complete construction of the carrier pile with larger diameter and depth, and the filler tamping operation in the construction method can adopt various methods and can be adjusted in time according to the geological conditions and the change of design requirements; the sleeve device with a water sealing structure is adopted especially for geological conditions with rich or soft sewage content, so that the construction progress and quality are guaranteed, and meanwhile, the inner tamping pipe device is adopted for packing compaction, so that the disturbance and damage of a pile end soil layer caused by excessive tamping of a heavy hammer are avoided; fourthly, various methods can be selected to test the compactness of the pile end carrier; fifthly, the application type and the application range of the carrier pile are expanded, and the carrier pile can be applied to various soil layers and foundation forms.
Drawings
Fig. 1 is a process diagram of an embodiment of the construction method of the carrier pile of the present invention, which is suitable for geological conditions with a relatively rich or relatively soft groundwater content.
Fig. 2 is a process diagram of a second embodiment of the method of constructing a carrier pile according to the present invention, which is suitable for geological conditions with low groundwater content or hardness.
Fig. 3 is a process diagram of a third embodiment of the construction method of the carrier pile of the present invention, which is suitable for geological conditions with abundant or soft groundwater content.
In FIGS. 1 to 3, 1 is pipe A, 2 is pipe B, 3 is pipe C, 4 is cement-sand mixture, and 5 is a weight; 6 is A pipe bottom valve pile point, 7 is to hit and beat the cap, 8 is to seal the bottom plate, 9 is the steel reinforcement cage, 10 is the concrete, 11 is the precast concrete pile body.
Fig. 4 is a schematic view of a pipe a 1 with a flapper tip 6 at the bottom end used in the method of constructing a carrier pile of the present invention.
Fig. 5 is a schematic view of the impact cap 7 used in the method of constructing a carrier pile according to the present invention.
Detailed Description
The invention is further described below with reference to the accompanying drawings.
Fig. 1 is a process diagram of an embodiment of the construction method of the carrier pile of the present invention, which is suitable for geological conditions with rich or soft groundwater content (flowing, soft plastic, and plastic), first, as shown in a in fig. 1, a pipe a 1 with a flap tip 6 is vertically placed at the pile position in the foundation, the flap is in an inward closed state, a striking cap 7 is placed above the top end of the pipe a 1, and the striking cap 7 is hammered by a heavy hammer 5 above the striking cap 7, so that the pipe a 1 sinks downwards in the soil body; then, as shown in B in fig. 1, after the tube a 1 sinks to a first set depth, a double-sleeve device consisting of a tube B2 and a tube C3 is placed in the inner cavity of the tube a 1, the diameter of the tube B2 is smaller than that of the tube a 1, the length of the tube B is larger than that of the tube a 1, the diameter of the tube C3 is smaller than that of the tube B2, the length of the tube C is equal to that of the tube B2, the bottom end of the tube B2 is open, the bottom end of the tube C3 is closed flat-bottom, and a circular bottom sealing plate, the diameter of which is larger than that of the tube B2 and smaller than that of the tube a; then, as shown in fig. 1C, placing a striking cap 7 above the top ends of the B tube 2 and the C tube 3, wherein the diameter of the striking cap 7 is larger than that of the B tube 2, hammering the striking cap 7 by using a heavy hammer 5 above the striking cap 7, so that the B tube 2 and the C tube 3 push open a bottom end valve 6 of the A tube 1 and simultaneously sink downwards in soil; then, as shown in d in fig. 1, after the double-casing pipe consisting of the pipe B2 and the pipe C3 sinks in the soil body to a second set depth, the pipe C3 is lifted upwards, the lifting height is more than 50cm, a certain amount of mixture 4 which is formed by cement and sand and is added with a proper amount of water is filled in a gap between the pipe B2 and the pipe C3, the mixture 4 of cement and sand falls below the pipe C3 in the inner cavity of the pipe B2, and at the moment, a striking cap 7 above the pipe C3 is hammered by a hammer 5, so that the bottom surface of the pipe C3 tamps the filled mixture 4 of cement and sand; then, as shown in e in fig. 1, repeating the operations of filling the cement-sand mixture 4 and hammering the striking cap 7 above the C-shaped pipe 3 to reinforce and compact the soil mass below the pile end to form a pile end carrier, and detecting the reinforcement compactness of the carrier through three-shot penetration, wherein the three-shot penetration is: when no filler is filled, the current sinking value of the C pipe 3 after being tamped is the one-shot penetration, three times of the three-shot penetration are measured continuously by the same drop distance, the later-time penetration in the three-shot penetration is smaller than or equal to the previous-time penetration, the total value of the three-shot penetration is smaller than a design value, the value range of the design value is 15mm, and the equivalent calculated area Ae of the carrier pile is realized; then, as shown in fig. 1 f, completely lifting the pipe C3 out of the pipe B2, sinking the reinforcement cage 9 into the pipe B2, and pouring concrete 10; finally, as shown in g in fig. 1, the pipe B2 is firstly lifted, and then the pipe A1 is lifted, and the construction of the pile is completed.
Fig. 2 is a process diagram of a second embodiment of the method for constructing a carrier pile according to the present invention, which is suitable for geological conditions with low groundwater content or hard ground water (plastic, medium plastic, hard plastic), first, as shown in a in fig. 2, a pipe a 1 with an open bottom is vertically placed at the pile position in the foundation, a weight 5 is placed in the pipe a 1, after the weight 5 is lifted to a certain height, the weight 5 is allowed to freely fall down to tamp the soil mass at the lower end of the pipe a 1, and after the weight is tamped several times to form a hole with a certain depth in the soil mass, the pipe a 1 is pressed down to sink; then, as shown in B in fig. 2, after the tube a 1 sinks to a first set depth, a double-sleeve device consisting of a tube B2 and a tube C3 is placed in the inner cavity of the tube a 1, wherein the diameter of the tube B2 is smaller than that of the tube a 1, the length of the tube B is larger than that of the tube a 1, the diameter of the tube C3 is smaller than that of the tube B2, the length of the tube C is equal to that of the tube B2, the bottom end of the tube B2 is open, and the bottom end of the tube C3 is closed flat-bottom; then, as shown in C in fig. 2, placing a striking cap 7 above the top ends of the tube B2 and the tube C3, wherein the diameter of the striking cap 7 is larger than that of the tube B2, hammering the striking cap 7 by using a hammer 5 above the striking cap 7, and simultaneously sinking the tube B2 and the tube C3 into the inner cavity of the tube a 1; then, as shown in d in fig. 2, after the double-casing pipe composed of the pipe B2 and the pipe C3 sinks in the soil body to a second set depth, the pipe C3 is lifted upwards, the lifting height is greater than 50cm, a certain amount of mixture 4 which is composed of cement and sand and is added with a proper amount of water is filled in a gap between the pipe B2 and the pipe C3, the mixture 4 of cement and sand falls below the pipe C3 in the inner cavity of the pipe B2, and at the moment, a striking cap 7 above the pipe C3 is hammered by a hammer 5, so that the bottom surface of the pipe C3 tamps the filled mixture 4 of cement and sand; then, as shown in e in fig. 2, repeating the operations of filling the cement sand mixture 4 and hammering the striking cap 7 above the C-shaped pipe 3 until the cement sand mixture 4 with the set amount of 0.3 cubic meter is completely tamped, so that a soil body below the pile end within a certain depth and range is reinforced and compacted to form a pile end carrier, and realizing the equivalent calculation area Ae of the carrier pile; then, as shown in fig. 2 f, the C pipe 3 is completely lifted out of the B pipe 2, and the precast concrete pile body 11 is sunk into the B pipe 2; finally, as shown in g in fig. 2, the pipe B2 is lifted out, cement mortar is poured into a gap between the pipe a 1 and the precast concrete pile body 11, and then the pipe a 1 is lifted out, so that the construction of the pile is completed.
Fig. 3 is a process diagram of a third embodiment of the method for constructing a carrier pile according to the present invention, which is suitable for geological conditions with abundant groundwater content or softer (flowing, soft plastic, plastic), first, as shown in a in fig. 3, a pipe a 1 with a valve tip 6 is vertically placed at the pile position in the foundation, the valve is in an inward closed state, a striking cap 7 is placed above the top end of the pipe a 1, and the striking cap 7 is hammered by a heavy hammer 5 above the striking cap 7, so that the pipe a 1 sinks downwards in the soil body; then, as shown in B in fig. 3, after the tube a 1 sinks to a first set depth, placing a tube B2 in the inner cavity of the tube a 1, wherein the diameter of the tube B2 is smaller than that of the tube a 1 and the length of the tube B is larger than that of the tube a 1, the bottom end of the tube B2 is open, and a circular bottom sealing plate with the diameter larger than that of the tube B2 and smaller than that of the tube a 1 is placed outside the bottom end of the tube B2; then, as shown in c in fig. 3, a striking cap 7 is placed above the top end of the tube B2, the striking cap 7 is hammered by a heavy hammer 5 above the striking cap 7, so that the tube B2 pushes open a bottom valve 6 of the tube a 1 and sinks downwards in the soil; then, as shown in d in fig. 3, after the pipe B2 sinks in the soil body to a second set depth, the hitting cap 7 is removed, the heavy hammer 5 is placed in the inner cavity of the pipe B2, a certain amount of mixture 4 which is formed by cement, sand and small-particle-size crushed stone and is added with a proper amount of water is filled in the pipe B2, and the mixture 4 of the cement and sand is rammed by utilizing the lifting motion of the heavy hammer 5 in the pipe B2; then, as shown in e in fig. 3, the operations of filling cement-gravel mixture 4 and tamping by lifting weight 5 are repeated to make the soil mass under the pile end within a certain depth and range be consolidated and compacted to form a pile end carrier, and the consolidated compactness of the carrier is detected by three-hit penetration, wherein the three-hit penetration means: when no filler is filled, the current sinking value of the heavy hammer 5 after tamping is the one-shot penetration, three times of the three-shot penetration are measured continuously by the same drop distance, the later-time penetration in the three-shot penetration is less than or equal to the previous-time penetration, the total value of the three-shot penetration is less than a design value, the value range of the design value is 10mm, and the equivalent calculation area Ae of the carrier pile is realized; then, as shown in f in fig. 3, a reinforcement cage 9 is sunk into the tube B2, and concrete 10 is poured; finally, as shown in g in fig. 3, the pipe B2 is lifted out, and then the pipe A1 is lifted out, and the construction of the pile is completed.
Fig. 4 is a schematic view of the a pipe 1 with a valve tip 6 at the bottom end used in the construction method of the carrier pile of the present invention, as shown in fig. 4, the bottom end of the a pipe 1 is provided with four valves 6 distributed in a ring shape, the valves 6 are hinged with the pipe body, and the valves 6 are in a closed state when the a pipe 1 sinks downwards.
Fig. 5 is a schematic view of the striking cap 7 used in the method for constructing a carrier pile according to the present invention, as shown in fig. 5a, a circular skirt is provided below the circular striking cap 7, and as shown in fig. 5b, a convex column is further provided below the center of the circular striking cap 7 for locking the lower circular tube to prevent slipping.
The above embodiments are illustrative only and not restrictive, and the scope of the invention is not to be limited thereto, and various changes and modifications in other forms can be made on the basis of the above description and are within the scope of the invention.
Claims (13)
1. A construction method of a carrier pile is characterized in that: in geological conditions with abundant or soft underground water content, construction of a long pile can be quickly completed by small construction equipment, and the method comprises the following steps:
1) vertically placing a pipe A with a valve type bottom end at a pile position in a foundation, placing a striking cap above the top end of the pipe A, and hammering the striking cap by using a heavy hammer to enable the pipe A to sink to a first set depth in a soil body;
2) placing a double-sleeve device consisting of a tube B and a tube C in the inner cavity of the tube A, arranging a bottom sealing plate outside the bottom end of the tube B, placing a striking cap above the top ends of the tube B and the tube C, and hammering the striking cap by using a heavy hammer to ensure that the tube C and the tube B open a bottom valve of the tube A and simultaneously sink downwards in a soil body to a second set depth; the diameter of the pipe B is smaller than that of the pipe A and the length of the pipe B is larger than that of the pipe A, the diameter of the pipe C is smaller than that of the pipe B and the length of the pipe C is not smaller than that of the pipe B, the bottom end of the pipe B is open, and the bottom end of the pipe C is closed;
3) lifting the pipe C by a certain height, filling a certain amount of cement mixtures in a gap between the pipe B and the pipe C, and hammering a beating cap above the pipe C to tamp the filled cement mixtures by the pipe C;
4) repeatedly carrying out the operation of the step 3) to strengthen and compact the soil body within a certain depth and range below the pile end to form a pile end carrier, and realizing the equivalent calculation area Ae of the carrier pile through the three-shot penetration or the compaction degree of the carrier of the filling amount of the cement mixture;
5) and (5) performing prefabricated or cast-in-place concrete pile body construction.
2. A construction method of a carrier pile is characterized in that: in geological conditions with low underground water content or hard ground water, construction of a long pile can be quickly completed by small construction equipment, and the method comprises the following steps:
1) vertically placing an A pipe with an open bottom end at a pile position in a foundation, and sinking the A pipe to a first set depth in a hammering pipe following mode; the pipe following hammering mode is that a heavy hammer is placed in the pipe A, the heavy hammer is lifted to a certain height and then freely falls to tamp the soil body at the lower end of the pipe A, and the pipe A is pressed down after a hole with a certain depth is formed in the soil body;
2) a double-sleeve device consisting of a tube B and a tube C is placed in the inner cavity of the tube A, a striking cap is placed above the top ends of the tube B and the tube C, and the striking cap is hammered by a heavy hammer, so that the tube C and the tube B open a valve at the bottom end of the tube A and sink into soil body; the diameter of B pipe be less than A pipe and length be greater than A pipe, the diameter of C pipe is less than B pipe and length be not less than B pipe, the bottom opening of B pipe, the bottom of C pipe is sealed:
3) lifting the pipe C by a certain height, filling a certain amount of cement mixtures in a gap between the pipe B and the pipe C, and hammering a beating cap above the pipe C to tamp the filled cement mixtures by the pipe C;
4) repeatedly carrying out the operation of the step 3), so that soil mass in a certain depth and range below the pile end is reinforced and compacted to form a pile end carrier, and controlling the compaction degree of the carrier through the three-shot penetration or the filling quantity of the cement mixture to realize the equivalent calculation area Ae of the carrier pile;
5) and (5) performing prefabricated or cast-in-place concrete pile body construction.
3. A construction method of a carrier pile is characterized in that: in geological conditions with abundant or soft underground water content, construction of a long pile can be quickly completed by small construction equipment, and the method comprises the following steps:
1) vertically placing a pipe A with a valve type bottom end at a pile position in a foundation, placing a striking cap above the top end of the pipe A, and hammering the striking cap by using a heavy hammer to enable the pipe A to sink to a first set depth in a soil body;
2) placing a B pipe in the inner cavity of the A pipe, arranging a sealing bottom plate outside the bottom end of the B pipe, placing a striking cap above the top end of the B pipe, and hammering the striking cap by using a heavy hammer to enable the B pipe to open a bottom valve of the A pipe and sink downwards in a soil body to a second set depth;
3) placing a heavy hammer in the inner cavity of the pipe B, filling a certain amount of cement mixtures into the pipe B, and tamping the cement mixtures by utilizing the lifting motion of the heavy hammer in the pipe B;
4) repeatedly carrying out the operation of the step 3) to strengthen and compact the soil body within a certain depth and range below the pile end to form a pile end carrier, and realizing the equivalent calculation area Ae of the carrier pile through the three-shot penetration or the compaction degree of the carrier of the filling amount of the cement mixture;
5) and (5) performing prefabricated or cast-in-place concrete pile body construction.
4. A method of constructing a carrier pile according to either of claims 1 and 3, characterised in that the softer geological conditions include layers of earth classified as fluid, soft plastic, mouldable.
5. The method of constructing a carrier pile according to claim 2, wherein said hard geological conditions include soil layers classified into plastic, medium plastic and hard plastic states.
6. A method of constructing a carrier pile according to any one of claims 1, 2 and 3, wherein the smaller construction equipment means a height of the equipment of less than 13m, and the longer pile means a length of a pile body of more than 10 m.
7. The method for constructing a carrier pile according to any one of claims 1 and 3, wherein the pipe A with the bottom end in the form of a flap in the step 1) is characterized in that at least three flaps are arranged at the bottom end of the pipe A and distributed in a ring shape, a pipe body is hinged with the flaps, and the flaps are closed when the pipe A sinks downwards and opened when the pipe A rises upwards; a hydraulic telescopic mechanism can be additionally arranged on the valve body to drive the valve to automatically open or close.
8. The method for constructing a carrier pile according to any one of claims 1 and 2, wherein in the step 2), when the impact caps are placed over the top ends of the tubes B and C, the diameter of the impact caps is larger than that of the tubes B, so that the tubes C and B can be sunk simultaneously when the weight is tamped.
9. A method for constructing a carrier pile according to any one of claims 1, 2 and 3, wherein the cement mixture in the steps 3) and 4) is prepared by mixing cement and sand or crushed stone with small particle size or a mixture of the above materials with water.
10. The method for constructing a carrier pile according to any one of claims 1, 2 and 3, wherein the step 4) of compacting the soil mass at a depth and within a range below the pile tip means that the soil mass at a depth of 3 to 5m and within a range of 2 to 3m in diameter below the pile tip is compacted and compacted, and it is ensured that the construction ground does not swell and the carrier of the adjacent pile is not damaged.
11. The method for constructing a carrier pile according to any one of claims 1, 2 and 3, wherein the controlling of the degree of compaction of the carrier in step 4) is performed by controlling the degree of penetration of three blows or the filling amount of the cement mixture, and the controlling of the degree of compaction of the carrier by the degree of penetration of three blows is: the current sinking value of the heavy hammer after falling and tamping when the heavy hammer is not filled is the one-hit penetration, three times of continuous measurement with the same falling distance is the three-hit penetration, and the three-hit penetration meets the following standard: the later penetration is less than or equal to the former penetration, the total value of the three-shot penetration is less than a design value, and the value range of the design value is 0-50 mm; the control of the compactness of the carrier through the filling quantity of the cement mixture refers to that: and setting the filling amount of the cement mixture according to the geological conditions and the bearing capacity requirement, and completely filling and tamping the set amount of the cement mixture.
12. The construction method of the carrier pile according to any one of claims 1, 2 and 3, characterized in that in the step 4), the equivalent calculated area Ae of the carrier pile is realized, wherein the Ae value is determined according to the three-strike penetration and the soil property of the soil layer to be reinforced, and the value range of the Ae value is 1.4-4.5 cubic meters.
13. The method for constructing a carrier pile according to any one of claims 1, 2 and 3, wherein the cast-in-place concrete pile body construction in the step 5) is: after a reinforcement cage is sunk into the pipe B, pile body concrete is poured, and the pipe B and the pipe A are sequentially lifted out to form a pile; the construction of the precast concrete pile body refers to: placing a prefabricated pile body including a prestressed pipe pile or a prefabricated reinforced concrete solid pile in the pipe B, combining the bottom of the prefabricated pile body with a pile end carrier, then successively taking out the pipe B and the pipe A, and filling the gap between the prefabricated pile body and the wall of the pile hole with concrete or cement mortar.
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| CN202010786213.7A CN112064623A (en) | 2020-08-07 | 2020-08-07 | Construction method of carrier pile |
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| CN202010786213.7A CN112064623A (en) | 2020-08-07 | 2020-08-07 | Construction method of carrier pile |
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| CN112323880A (en) * | 2020-12-20 | 2021-02-05 | 江龙 | Rapid evaluation method for roadbed grouting repair effect |
| CN114197453A (en) * | 2021-12-07 | 2022-03-18 | 浙江绿城建筑设计有限公司 | Cast-in-situ bored pile adopting prefabricated high-strength concrete pile head |
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Application publication date: 20201211 |