CN112144522A - Construction method of prestressed pipe pile and special prestressed pipe pile thereof - Google Patents
Construction method of prestressed pipe pile and special prestressed pipe pile thereof Download PDFInfo
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- 238000010276 construction Methods 0.000 title claims abstract description 54
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- 230000003014 reinforcing effect Effects 0.000 claims abstract description 14
- 239000002131 composite material Substances 0.000 claims abstract description 6
- 239000002689 soil Substances 0.000 claims description 54
- 239000004568 cement Substances 0.000 claims description 29
- 239000004567 concrete Substances 0.000 claims description 28
- 238000000034 method Methods 0.000 claims description 22
- 239000000203 mixture Substances 0.000 claims description 21
- 239000004576 sand Substances 0.000 claims description 20
- 230000002787 reinforcement Effects 0.000 claims description 14
- 238000007493 shaping process Methods 0.000 claims description 14
- 229910000831 Steel Inorganic materials 0.000 claims description 13
- 230000035515 penetration Effects 0.000 claims description 13
- 239000010959 steel Substances 0.000 claims description 13
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 12
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- 238000002360 preparation method Methods 0.000 claims description 2
- 239000011513 prestressed concrete Substances 0.000 claims description 2
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- 238000003466 welding Methods 0.000 claims description 2
- 238000005336 cracking Methods 0.000 abstract description 3
- 239000010410 layer Substances 0.000 description 19
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- 229910001294 Reinforcing steel Inorganic materials 0.000 description 1
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- 229910052500 inorganic mineral Inorganic materials 0.000 description 1
- JEIPFZHSYJVQDO-UHFFFAOYSA-N iron(III) oxide Inorganic materials O=[Fe]O[Fe]=O JEIPFZHSYJVQDO-UHFFFAOYSA-N 0.000 description 1
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- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/58—Prestressed concrete piles
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- E—FIXED CONSTRUCTIONS
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- 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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- E—FIXED CONSTRUCTIONS
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- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
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Abstract
The invention provides a construction method of a prestressed pipe pile, which fully combines the advantages of the prestressed pipe pile and a carrier pile into a whole, firstly carries out construction of the prestressed pipe pile, and then carries out construction of a solidified carrier or a compact carrier or a composite carrier by utilizing a central pore passage of the prestressed pipe pile, greatly improves the bearing capacity of the prestressed pipe pile, and simultaneously realizes improvement of work efficiency and saving of cost. The invention also provides a special prestressed tubular pile, wherein a reinforcing pipe body is arranged in the inner cavity of the bottom end of the prestressed tubular pile when the prestressed tubular pile is manufactured, so that the rigidity of the bottom end of the prestressed tubular pile is enhanced, the bottom end of the prestressed tubular pile is effectively protected, the stressed cracking of the prestressed tubular pile is prevented, and the engineering quality is ensured.
Description
Technical Field
The invention relates to the field of civil engineering, in particular to construction of a prestressed pipe pile and a special prestressed pipe pile thereof.
Background
In the field of building engineering, precast piles are a pile type which is frequently adopted in foundation treatment at present, particularly prestressed pipe piles, have the characteristics of controllable quality, low price and the like, are developed very quickly, have large social demand and are produced by manufacturers in large and medium cities across the country. At present, the prestressed pipe pile mainly adopts two modes of diesel hammer beating and static pressure of a static pressure pile machine at home to forcibly beat the pipe pile into the soil body of a foundation, and has the advantages of simple construction process, high speed and relatively low cost, and the defects of hard-to-hard construction process, and easy serious damage to a pile body, particularly when the diesel hammer beating method is adopted, the tensile stress generated in the transmission process of the stress wave of the pile body often cracks the concrete of the pile body, and the pile is more difficult to beat when meeting hard plastic clay, interlayer silt, silt and pebble soil layers, and under the forced condition that the designed pile length is required to be constructed according to a graph, the method of increasing the counter weight of the pile machine or increasing the hammer weight is the only solution, when the energy of the adopted pressure and kinetic energy exceeds the strength which can be born by the pile body, the pile head can be crushed and the pile body can crack, and the damaged precast pile can be in the condition of underground water or corrosive minerals, rust corrosion of the prestressed reinforcing steel and damage of concrete must be caused. In addition, the bearing capacity of the prestressed pipe pile is mostly derived from the pile side friction force, and the pile end resistance value is relatively low, so that the integral single pile bearing capacity is not high, and the prestressed pipe pile is not suitable for buildings or structures with large upper load, but the bearing capacity of the prestressed pipe pile is increased by improving the pile length and the pile diameter, so that the production and manufacturing cost and the construction cost are high, and the economical efficiency is poor.
Patent No. ZL98101041.5 discloses a pile foundation technology, which includes 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, and the composite carrier is formed at the pile end by a three-stroke penetration control standard, so that the upper load is effectively transmitted to a better bearing layer through the pile and the composite carrier under the pile, thereby improving the bearing capacity of the pile. 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 carrier pile to a project with high bearing capacity requirement.
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 for solving the above problems, and aims to provide a construction method of a prestressed pipe pile and a specially-made prestressed pipe pile thereof, wherein the advantages of the prestressed pipe pile and a carrier pile are fully combined into a whole, the construction of the prestressed pipe pile is firstly carried out, and then the construction of various pile end carriers is carried out by utilizing a central hole of the prestressed pipe pile, so that the bearing capacity of the prestressed pipe pile is greatly improved, and meanwhile, the improvement of work efficiency and the saving of cost are realized.
In order to achieve the purpose, the construction method of the prestressed pipe pile comprises the following steps:
1) sinking the prestressed pipe pile in a soil body to a set depth or forming a hole to the set depth by power at a pile position in a foundation and then placing the prestressed pipe pile in the pile hole;
2) according to the soil property and the upper load requirement, the bottom end of the prestressed pipe pile is reinforced by one of the following methods:
sinking a grouting pipe with an injection head to the bottom end of a pile in a central pore passage of the prestressed pipe pile, pressurizing and injecting cement slurry into the grouting pipe, and simultaneously rotating and gradually sinking the grouting pipe downwards to improve the strength of a soil body in a certain range below the pile end to form a pile end curing carrier;
placing a slender hammer with the diameter smaller than that of the central pore passage in the central pore passage of the prestressed pipe pile, filling a certain amount of cement sand mixture into the central pore passage, tamping the cement sand mixture by using the hammering kinetic energy of the slender hammer, and repeating the filling and tamping operation to strengthen and compact the soil body below the pile end within a certain depth and range to form a pile end compact carrier;
thirdly, firstly solidifying the soil mass at the pile end and then constructing a pile end carrier, namely sinking a grouting pipe with an injector head into a central pore passage of the prestressed pipe pile to the bottom end of the pile, pressurizing and injecting cement slurry into the grouting pipe, simultaneously rotating and gradually sinking the grouting pipe downwards to improve the strength of the soil mass below the pile end within a certain range to form the pile end solidified carrier, then placing a slender hammer with the diameter smaller than that of the central pore passage into the central pore passage of the prestressed pipe pile, filling a certain amount of cement sand mixture into the central pore passage, tamping the cement sand mixture by the hammering kinetic energy of the slender hammer, and repeatedly carrying out the filling and tamping operation to continuously strengthen and compact the soil mass below the pile end within a certain depth and range to form the pile end composite carrier;
3) pouring concrete into the central hole of the prestressed pipe pile until the pile top forms a pile or pouring concrete into the central hole of the prestressed pipe pile after sinking a reinforcement cage until the pile top forms a pile.
Preferably, in step 1) of the construction method of the prestressed pipe pile, the prestressed pipe pile is sunk into a soil body through power, and the power mode includes hammering, vibration or static pressure; the prestressed pipe pile is placed in the pile hole after the hole is formed to the set depth, and the hole forming mode comprises heavy hammer impact or auger drilling or rotary drilling hole forming.
Preferably, in step 2) of the construction method of the prestressed pipe pile, the operation of lifting upwards and then sinking downwards the grouting pipe is adopted in the process of rotating and gradually sinking downwards the grouting pipe, so that the soil body at the pile end is solidified more uniformly.
Preferably, in step 2) of the construction method of the prestressed pipe pile, during the process of repeatedly performing the filling and tamping operation to reinforce and compact the soil body at a certain depth and range below the pile end, the compactness of the pile end carrier is detected by one of the following two control standards:
measuring the penetration degree of the long and thin hammer number impact, stopping tamping when the measured value of the penetration degree meets the design value, and continuing tamping until the measured value of the penetration degree meets the design standard value when the measured value of the penetration degree does not meet the design value; the penetration degree refers to the current sinking numerical value after the long and thin hammer freely falls and impacts the soil body at the same height, namely the penetration degree of 1 impact, the measured counting standard is cm or mm, and the measured number is 3-10 impacts;
secondly, according to geological conditions and load requirements, calculating the set filling amount of the filling materials when the soil body at the pile end reaches the designed bearing capacity, filling all the filling materials in times according to the set filling amount, and tamping.
Preferably, in the construction method of the prestressed pipe pile, before sinking the prestressed pipe pile or performing pile body pore-forming construction, a soil body with a certain depth and a larger diameter at the pile position is reinforced by cement stirring, so that the strength of the pile body and the pile periphery is improved, and the shear resistance is increased.
Preferably, the cement-sand mixture in step 2) of the construction method of the prestressed pipe pile is prepared by mixing cement and sand or small-particle-size crushed stone or a mixture of the above materials with water. The cement sand mixture is adopted as the filler, the filler has small particle size, can smoothly fall into the bottom end of the pile casing from the gap between the slender hammer and the inner wall of the prestressed pipe pile, realizes uninterrupted continuous work of the slender hammer, greatly improves the work efficiency, has good effect of sealing underground water during construction because the filler component of the cement mixture is a fine-particle hydrophilic substance with larger specific surface area, and simultaneously has cementing property so as to obviously enhance the strength of the carrier,
preferably, in step 3) of the construction method of the prestressed pipe pile, the concrete poured into the central hole of the prestressed concrete pipe pile is equal to or greater than the reference numeral of the prestressed pipe pile.
In the step 2) of the construction method of the prestressed pipe pile, reinforcement treatment is carried out on the bottom end of the cast-in-place pile by one of three methods, wherein the first method for forming the pile end solidified carrier by high-pressure grouting is suitable for the condition that the soil layer at the pile end is low in relative strength and the construction speed is relatively high; the second method for forming the pile end compact carrier through the filler tamping operation is suitable for the conditions that the soil layer at the pile end has higher relative strength and the bearing capacity of a single pile also has higher requirement; the third method of solidifying the pile end soil body first and then constructing the pile end carrier has the largest influence range of the pile end soil body and the highest relatively provided bearing capacity, is suitable for high bearing capacity pile types and is suitable for more complicated geological conditions.
In order to achieve the purpose, the invention also comprises a special prestressed pipe pile, which is used in the construction method of the prestressed pipe pile, and is characterized in that: the bottom inner chamber of this prestressed pipe pile is equipped with the enhancement body of take the altitude, and the internal diameter of strengthening the body is the same with prestressed pipe pile's internal diameter, and the one end of strengthening the body and prestressed pipe pile end loop type steel sheet welded fastening are as an organic whole, are equipped with a plurality of dredging holes on strengthening the body, should strengthen the body for the prefab and with the integrative preparation shaping of prestressed pipe pile, its effect is effectively protected the bottom of prestressed pipe pile when the pile foundation construction and prevents the crisp and split.
Preferably, the manufacturing method of the specially-made prestressed pipe pile comprises the following steps:
1) binding a reinforcement cage according to the pile length, the outer diameter and the inner diameter of the prestressed pipe pile, prefabricating a reinforcing pipe body and concentrically welding and fixing the reinforcing pipe body and a prefabricated pile end annular steel plate;
2) placing a steel reinforcement cage in the shaping mold, fixing a pile end annular steel plate with a reinforced pipe body at one end of the shaping mold, and arranging a steel reinforcement cage stretching end at the other end of the shaping mold;
3) after the required concrete is prepared according to the designed proportion, the concrete is poured into the inner cavity of the shaping mould, and the reinforcement cage is prestressed and tensioned before or after the concrete is poured;
4) carrying out differential rotation around a pile shaft on the shaping mould, carrying out centrifugal compaction forming on the concrete, and carrying out secondary filling and secondary centrifugal forming when necessary;
5) and curing in one or a combined mode of steam or high temperature or pressurization, and removing the shaping mould after the strength of the concrete pile body meets the requirement to obtain the prestressed pipe pile with the reinforced pipe body at one end.
Preferably, the height of the reinforcing pipe body in the special prestressed pipe pile is more than 5 cm.
Preferably, the diameter of the open holes in the reinforcing pipe body of the specially-made prestressed pipe pile is larger than that of the stones in the concrete material of the pile body.
The construction method of the concrete pile has the characteristics and advantages that:
the advantages of the prestressed pipe pile and the carrier pile are fully combined: the prestressed pipe pile is a commonly used conventional pile type, the construction technology is mature, the construction is generally carried out by adopting a static pressure pile machine static pressure or diesel oil hammering mode, the prestressed pipe pile can be arranged after pre-hole forming is carried out by methods such as rotary drilling, diving drilling, impact drilling, down-the-hole drilling, long spiral drilling and the like, the process is simple, the speed is high, underground water and the like are not afraid, but the whole bearing capacity of the pile is limited and the quality is unstable because the pile bearing capacity mainly comes from the side friction force of the pile and the resistance value of the pile end is small. On the basis of the prestressed pipe pile, the invention carries out subsequent construction of various carriers at the pile end by reasonable and efficient technical means, fully exerts the technical advantages of the carrier pile, effectively reinforces the soil body with certain depth and range at the pile end by adopting filler tamping or high-pressure grouting, greatly improves the bearing capacity of the pile, simultaneously solves the difficulties of hole forming, underground water plugging and the like during carrier pile construction, avoids the common problems that the pile body is easy to shrink and the like when the carrier pile is in a softer soil layer or an underground water rich soil layer, and achieves the effect of getting double results with half the effort.
Secondly, the bearing capacity of the pile end is obviously improved: taking a compact carrier as an example, the compact carrier is composed of rammed cement sand mixture, compacted soil and affected soil, the strength and modulus are gradually reduced from inside to outside, the load is gradually diffused in the transmission process when stressed, which is equivalent to a multi-stage expanded foundation, the bearing capacity of the soil body of the pile end foundation is fully exerted, and the stress borne by the pile body is diffused, reduced and reduced layer by layer, so that the bearing capacity of the pile is obviously improved, and the ultimate bearing capacity of the pile can be generally improved by more than 2 times compared with that of a prestressed pipe pile. The following table shows the comparison of the bearing capacity of a single pile after a carrier is added on the prestressed pipe pile and the pile end under the conditions that the pile body has the same geological properties, different pile end bearing layers and 15 m of pile length, and the diameters of the pile body are 600mm, 800mm, 1000mm and 1200mm respectively (the ultimate strength of the pile body concrete is not considered, the bearing capacity of the single pile is in kN):
the geological properties of the pile body are as follows: the first layer is 1.5m of cohesive soil 2m of filling soil, and the lateral resistance is 28 kPa; the second layer is silty clay 3m, the side resistance is 30kPa, the third layer is cohesive soil 2.5m, the side resistance is 28kPa, the fourth layer is silty clay 3m, and the side resistance is 25 kPa.
When pile end holding power layer is cohesive soil, bearing capacity 190kPa, the contrast condition of single pile bearing capacity (kN):
| diameter and classification | 600mm | 800mm | 1000mm | 1200mm |
| Common prestressed pipe pile | 870kN | 1240kN | 1660kN | 2120kN |
| Pile end curing carrier | 1230kN | 1630kN | 1980kN | 2430kN |
| Pile end compacting carrier | 1640kN | 1940kN | 2240kN | 2540kN |
| Pile tip curing and compacting carrier | 1950kN | 2300kN | 2650kN | 3000kN |
When the pile end bearing layer is silt and the bearing capacity is 230kPa, the bearing capacity (kN) of a single pile is compared:
| diameter and classification | 600mm | 800mm | 1000mm | 1200mm |
| Common prestressed pipe pile | 950kN | 1390kN | 1900kN | 2470kN |
| Pile end curing carrier | 1590kN | 1920kN | 2530kN | 2960kN |
| Pile end compacting carrier | 2230kN | 2640kN | 3600kN | 3940kN |
| Pile tip curing and compacting carrier | 2600kN | 3110kN | 3890kN | 4170kN |
When the pile end bearing layer is sandy soil and the bearing capacity is 260kPa, the bearing capacity (kN) contrast condition of a single pile is as follows:
| diameter and classification | 600mm | 800mm | 1000mm | 1200mm |
| Common prestressed pipe pile | 1230kN | 1890kN | 2660kN | 3550kN |
| Pile end curing carrier | 3230kN | 3680kN | 4020kN | 5120kN |
| Pile end compacting carrier | 4070kN | 4610kN | 5720kN | 6240kN |
| Pile tip curing and compacting carrier | 4240kN | 5370kN | 6500kN | 7230kN |
From the above experimental data, it can be seen that the better the soil property of the pile end bearing layer is, the larger the increased bearing capacity of the pile end carrier is, and the higher the characteristic value of the bearing capacity of a single pile is.
The bearing capacity provided by the pile end carrier is very high, and meanwhile, the pile end carrier can be arranged in a shallow soil layer in the foundation, so that the length and the diameter of the prestressed pipe pile can be effectively shortened under the condition of providing the same bearing capacity, and the overall cost of the foundation engineering can be reduced by more than 30%. And is more suitable for buildings or structures with large upper load.
And fourthly, aiming at the technical characteristics of the construction method, providing a specially-made prestressed pipe pile, obviously enhancing the rigidity of the bottom end of the prestressed pipe pile by arranging a reinforcing pipe body in the inner cavity of the bottom end of the pile, and effectively protecting the bottom end of the prestressed pipe pile to prevent the bottom end of the prestressed pipe pile from cracking when a curing carrier or a compact carrier is constructed at the bottom end of the pile in the construction of a pile foundation, so that the bearing capacity of a carrier at the pile end is effectively exerted.
And fifthly, multiple modes can be selected for carrier construction, the construction process is more flexible, the application range of the prestressed pipe pile and the original carrier pile is obviously widened, and the prestressed pipe pile and the original carrier pile are applicable to various geological conditions and basic forms such as soft soil, hard layers, interlayers, high water content and the like.
Drawings
Fig. 1 is a process diagram of a first embodiment of the construction method of a prestressed pipe pile according to the present invention, which improves the bearing capacity of the pile by constructing a curing carrier at the bottom end of the prestressed pipe pile.
Fig. 2 is a process diagram of a second embodiment of the construction method of the pre-stressed pipe pile of the present invention, which improves the bearing capacity of the pile by constructing a dense carrier at the bottom end of the pre-stressed pipe pile.
Fig. 3 is a schematic view of the specially made prestressed pipe pile of the present invention.
Fig. 4 is a schematic view of a reinforcing tube body of the special pre-stressed pipe pile of the present invention.
In fig. 1 to 4, 1 is a pore-forming drilling tool, 2 is a pile hole, 3 is a prestressed pipe pile, 4 is a grouting pipe, 5 is cement grout, 6 is a slender hammer, 7 is poured concrete, 8 is cement sand mixture water, 9 is a reinforcement cage, 10 is a reinforced pipe body in the prestressed pipe pile, 11 is a dredging hole on the reinforced pipe body, and 12 is an annular steel plate at the pile end of the prestressed pipe pile.
Detailed Description
Fig. 1 is a process diagram of a first embodiment of the construction method of a prestressed pipe pile according to the present invention, which improves the bearing capacity of the pile by constructing a curing carrier at the bottom end of the prestressed pipe pile. Firstly, as shown in a in fig. 1, digging out a soil body at a pile position in a foundation by a rotary drilling tool 1 to form a pile hole 2, wherein the diameter of the pile hole is 600 mm; then, as shown in b in fig. 1, after a hole is formed to reach the elevation of the pile bottom, placing a prestressed pipe pile 3 with the diameter of 600mm in the pile hole 2; then, as shown in c in fig. 1, inserting a grouting pipe 4 with a spray head into the bottom end of the prestressed pipe pile 3 through the central hole of the prestressed pipe pile 3; then, as shown by d in fig. 1, the cement slurry 5 is pressure-injected into the grout pipe 4 while rotating left and right and gradually sinking down into the grout pipe 4; then, as shown in e in fig. 1, repeating the operation of injecting cement slurry 5 under pressure while rotating left and right and gradually sinking into the grouting pipe 4, and if necessary, lifting up and then pressing down the grouting pipe 4 while grouting until the cement slurry 5 is uniformly mixed with the soil body within the range of 1.2m of the lower diameter and 1.5m of the height of the pile end to form a pile end curing carrier of about 1.7 cubic meters; then, as shown in f in fig. 1, a grouting pipe 4 is proposed, and concrete 7 is poured into the central hole of the prestressed pipe pile 3 until the pile top is formed.
Fig. 2 is a process diagram of a second embodiment of the construction method of the prestressed pipe pile of the present invention, which improves the bearing capacity of the pile by constructing a dense carrier at the bottom end of the prestressed pipe pile. Firstly, as shown in a in fig. 2, sinking a prestressed pipe pile 3 with the diameter of 600mm into a soil body at a pile position in a foundation through a static pressure pile machine; then, as shown in b in fig. 2, after the prestressed pipe pile 3 is statically pressed to the height of the pile bottom, a slender hammer 6 with the diameter of 300mm is placed through a central hole of the prestressed pipe pile 3; then, as shown in c in fig. 2, filling a small amount of cement sand mixture 8 into the central hole of the prestressed pipe pile 3, wherein the cement sand mixture 8 falls into the bottom end of the pile through a gap between the elongated hammer 6 and the inner wall of the prestressed pipe pile 3, and then falls freely after lifting the elongated hammer 6 by a certain height, and the cement sand mixture 8 is rammed by using the hammering kinetic energy of the elongated hammer 6; then, as shown in d in fig. 2, repeating the filling and tamping operations until the cement sand mixture 8 with a set amount is completely filled and tamped, so that the soil body within a certain depth and range below the pile end is reinforced and compacted to form a pile end compact carrier, wherein the compact carrier consists of the cement sand mixture 8, compacted soil body and affected soil body from inside to outside; then, as shown in e in fig. 2, a slender hammer 6 is proposed, and a reinforcement cage 9 with the diameter of 320mm is placed in a central hole channel of the prestressed pipe pile 3; finally, as shown in f in fig. 2, pouring concrete 7 into the central hole of the prestressed pipe pile 3 to the pile top level to form a pile.
Fig. 3 is a schematic view of the specially made prestressed pipe pile of the present invention. As shown in fig. 3, the bottom end inner chamber of the prestressed pipe pile 3 is provided with a reinforced pipe body 10 with a height of 15cm, the reinforced pipe body 10 is a prefabricated member and is integrally formed with the prestressed pipe pile 3, the inner diameter of the reinforced pipe body 10 is the same as that of the prestressed pipe pile 3, one end of the reinforced pipe body 10 is integrally welded to an annular steel plate 12 at the pile end of the prestressed pipe pile, the reinforced pipe body 10 is provided with a plurality of dredging holes 11, and the diameter of the dredging holes 11 is larger than that of stones in the concrete material of the pile body. The effect of arranging the reinforcing pipe body 10 in the inner cavity at the bottom end of the prestressed tubular pile 3 is to effectively protect the bottom end of the prestressed tubular pile against cracking during pile foundation construction, particularly during the construction of a curing carrier or a compact carrier at the bottom end of the pile.
Fig. 4 is a schematic view of a reinforcing tube body of a tailored pre-stressed pipe pile of the present invention, wherein fig. 4a is a side view and fig. 4b is a top view. As shown in fig. 4, one end of the reinforcing pipe 10 is welded and fixed to the annular steel plate 12 at the pile end of the prestressed pipe, and the reinforcing pipe 10 is provided with a plurality of relief holes 11.
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 (11)
1. A construction method of a prestressed pipe pile is characterized by comprising the following steps:
1) sinking the prestressed pipe pile in a soil body to a set depth or forming a hole to the set depth by power at a pile position in a foundation and then placing the prestressed pipe pile in the pile hole;
2) according to the soil property and the upper load requirement, the bottom end of the prestressed pipe pile is reinforced by one of the following methods:
sinking a grouting pipe with an injection head to the bottom end of a pile in a central pore passage of the prestressed pipe pile, pressurizing and injecting cement slurry into the grouting pipe, and simultaneously rotating and gradually sinking the grouting pipe downwards to improve the strength of a soil body in a certain range below the pile end to form a pile end curing carrier;
placing a slender hammer with the diameter smaller than that of the central pore passage in the central pore passage of the prestressed pipe pile, filling a certain amount of cement sand mixture into the central pore passage, tamping the cement sand mixture by using the hammering kinetic energy of the slender hammer, and repeating the filling and tamping operation to strengthen and compact the soil body below the pile end within a certain depth and range to form a pile end compact carrier;
thirdly, firstly solidifying the soil mass at the pile end and then constructing a pile end carrier, namely sinking a grouting pipe with an injector head into a central pore passage of the prestressed pipe pile to the bottom end of the pile, pressurizing and injecting cement slurry into the grouting pipe, simultaneously rotating and gradually sinking the grouting pipe downwards to improve the strength of the soil mass below the pile end within a certain range to form the pile end solidified carrier, then placing a slender hammer with the diameter smaller than that of the central pore passage into the central pore passage of the prestressed pipe pile, filling a certain amount of cement sand mixture into the central pore passage, tamping the cement sand mixture by the hammering kinetic energy of the slender hammer, and repeatedly carrying out the filling and tamping operation to continuously strengthen and compact the soil mass below the pile end within a certain depth and range to form the pile end composite carrier;
3) pouring concrete into the central hole of the prestressed pipe pile until the pile top forms a pile or pouring concrete into the central hole of the prestressed pipe pile after sinking a reinforcement cage until the pile top forms a pile.
2. The construction method of the prestressed pipe pile according to claim 1, wherein in the step 1), the prestressed pipe pile is sunk into the soil body by power, and the power includes hammering, vibration or static pressure; the prestressed pipe pile is placed in the pile hole after the hole is formed to the set depth, and the hole forming mode comprises heavy hammer impact or auger drilling or rotary drilling hole forming.
3. The construction method of the prestressed pipe pile according to claim 1, wherein in the step 2), the operation of lifting upward and then sinking downward the grouting pipe is adopted in the process of rotating and gradually sinking downward the grouting pipe, so that the soil body at the pile end is more uniformly cured.
4. The construction method of the prestressed pipe pile according to claim 1, wherein in the step 2), during the process of repeating the filling and tamping operation to make the soil body under the pile end within a certain depth and range be consolidated and compacted, the compactness of the pile end carrier is detected by one of the following two control criteria:
measuring the penetration degree of the long and thin hammer number impact, stopping tamping when the measured value of the penetration degree meets the design value, and continuing tamping until the measured value of the penetration degree meets the design standard value when the measured value of the penetration degree does not meet the design value; the penetration degree refers to the current sinking numerical value after the long and thin hammer freely falls and impacts the soil body at the same height, namely the penetration degree of 1 impact, the measured counting standard is cm or mm, and the measured number is 3-10 impacts;
secondly, according to geological conditions and load requirements, calculating the set filling amount of the filling materials when the soil body at the pile end reaches the designed bearing capacity, filling all the filling materials in times according to the set filling amount, and tamping.
5. The construction method of the prestressed pipe pile according to claim 1, wherein before sinking into the prestressed pipe pile or performing the hole-forming construction of the pile body, the soil body with a certain depth and a larger diameter at the pile position is reinforced by cement stirring to improve the strength of the pile body and the pile periphery and increase the shear resistance.
6. The construction method of the prestressed pipe pile according to claim 1, wherein the cement-sand mixture in the step 2) is prepared by mixing cement and sand or crushed stone with small particle size or a mixture of the above materials with water.
7. The method of claim 1, wherein in the step 3), the concrete poured into the central hole of the prestressed concrete pipe pile is equal to or greater than the prestressed pipe pile.
8. A purpose-made prestressed pipe pile is used in the construction method of the prestressed pipe pile, and is characterized in that: the bottom inner chamber of this prestressed pipe pile is equipped with the enhancement body of take the altitude, should strengthen the body for the prefab and with the integrative preparation shaping of prestressed pipe pile, the internal diameter of strengthening the body is the same with prestressed pipe pile's internal diameter, the one end of strengthening the body and prestressed pipe pile end loop type steel sheet welded fastening are as an organic whole, be equipped with a plurality of dredging holes on strengthening the body, its effect is effectively protected the bottom of prestressed pipe pile when the pile foundation construction and prevents the shortbreak.
9. The special prestressed pipe pile of claim 8, wherein the manufacturing method of the special prestressed pipe pile comprises the following steps:
1) binding a reinforcement cage according to the pile length, the outer diameter and the inner diameter of the prestressed pipe pile, prefabricating a reinforcing pipe body and concentrically welding and fixing the reinforcing pipe body and a prefabricated pile end annular steel plate;
2) placing a steel reinforcement cage in the shaping mold, fixing a pile end annular steel plate with a reinforced pipe body at one end of the shaping mold, and arranging a steel reinforcement cage stretching end at the other end of the shaping mold;
3) after the required concrete is prepared according to the designed proportion, the concrete is poured into the inner cavity of the shaping mould, and the reinforcement cage is prestressed and tensioned before or after the concrete is poured;
4) carrying out differential rotation around a pile shaft on the shaping mould, carrying out centrifugal compaction forming on the concrete, and carrying out secondary filling and secondary centrifugal forming when necessary;
5) and curing in one or a combined mode of steam or high temperature or pressurization, and removing the shaping mould after the strength of the concrete pile body meets the requirement to obtain the prestressed pipe pile with the reinforced pipe body at one end.
10. The special prestressed pipe pile of claim 8 or 9, wherein said reinforcing tube has a height greater than 5 cm.
11. The special prestressed pipe pile of claim 8 or 9, wherein said holes of said reinforcement tube have a diameter larger than the diameter of the stones in the concrete material of the pile body.
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