CN112281829A - Composite pile foundation structure and construction method thereof - Google Patents
Composite pile foundation structure and construction method thereof Download PDFInfo
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- CN112281829A CN112281829A CN202011235753.2A CN202011235753A CN112281829A CN 112281829 A CN112281829 A CN 112281829A CN 202011235753 A CN202011235753 A CN 202011235753A CN 112281829 A CN112281829 A CN 112281829A
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- 239000002131 composite material Substances 0.000 title claims abstract description 26
- 238000010276 construction Methods 0.000 title claims abstract description 26
- 239000004568 cement Substances 0.000 claims abstract description 21
- 238000005553 drilling Methods 0.000 claims abstract description 13
- 239000004567 concrete Substances 0.000 claims abstract description 5
- 238000000034 method Methods 0.000 claims description 16
- 238000004140 cleaning Methods 0.000 claims description 14
- 239000013049 sediment Substances 0.000 claims description 10
- 239000002689 soil Substances 0.000 claims description 8
- 239000000463 material Substances 0.000 claims description 6
- 239000000945 filler Substances 0.000 claims description 3
- 238000005259 measurement Methods 0.000 claims description 3
- 230000035515 penetration Effects 0.000 claims description 3
- 230000001681 protective effect Effects 0.000 claims description 3
- 239000011435 rock Substances 0.000 abstract description 5
- 238000013461 design Methods 0.000 description 3
- 239000011083 cement mortar Substances 0.000 description 2
- 230000002787 reinforcement Effects 0.000 description 2
- 235000019738 Limestone Nutrition 0.000 description 1
- 238000009412 basement excavation Methods 0.000 description 1
- 230000007423 decrease Effects 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 239000011372 high-strength concrete Substances 0.000 description 1
- 238000003973 irrigation Methods 0.000 description 1
- 239000006028 limestone Substances 0.000 description 1
- 238000004519 manufacturing process Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000009417 prefabrication Methods 0.000 description 1
- 230000003068 static effect Effects 0.000 description 1
- 238000013517 stratification Methods 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/50—Piles comprising both precast concrete portions and concrete portions cast in situ
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/10—Deep foundations
- E02D27/12—Pile foundations
- E02D27/14—Pile framings, i.e. piles assembled to form the substructure
-
- 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
- E02D5/72—Pile shoes
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D7/00—Methods or apparatus for placing sheet pile bulkheads, piles, mouldpipes, or other moulds
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D7/00—Methods or apparatus for placing sheet pile bulkheads, piles, mouldpipes, or other moulds
- E02D7/02—Placing by driving
- E02D7/06—Power-driven drivers
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- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Piles And Underground Anchors (AREA)
Abstract
The invention discloses a composite pile foundation structure and a construction method thereof, wherein the composite pile foundation structure comprises a bearing platform, a precast tubular pile and a cement layer wrapped outside the precast tubular pile in a cast-in-place mode, the bearing platform is arranged at the top of the precast tubular pile, the cement layer and the precast tubular pile are coaxially arranged, and the diameter of the cement layer is 200 mm larger than that of the precast tubular pile and 400mm larger than that of the cement layer. The composite pile foundation structure effectively combines the concrete pipe pile with the traditional cast-in-place pile by adopting the rotary drilling hole guiding, grouting and pile pressing construction methods for cast-in-place. The advantages of high strength of the precast pile and the rotary drilling and leading of the cast-in-place pile are fully utilized, and the difficulties that the cast-in-place pile is long, the bearing capacity is low and the precast pile cannot enter the rock are solved. Has obvious advantages in construction quality, construction period and engineering investment compared with single cast-in-place pile and precast pile.
Description
Technical Field
The invention relates to a composite pile foundation, in particular to a cast-in-place and prefabrication combined composite pile foundation structure and a construction method thereof.
Background
The precast pile is basically processed in a factory and then transported to the site for piling, and the construction speed is high. But the precast pile has limited cross-sectional area (generally 500-600 mm) and limited pile length, so that the bearing capacity is not very high. The cast-in-place pile generally has a small pile diameter (larger than 800 mm), a long pile body and a much larger bearing capacity than the precast pile. The manufacturing time of the pile body reinforcement cage is removed, and the excavator needs a relatively long time to process the pile body reinforcement cage, drill the procedures of a bearing stratum, protect the wall by mud and control the sediment at the bottom of a hole. During construction, the precast pile is difficult to enter weathered rocks, too much time is needed to be spent by using the cast-in-place pile, the best effect cannot be achieved by using the precast pile and the cast-in-place pile, and great convenience is brought to engineering construction if a pile foundation with a short pile body and high bearing capacity can be developed.
Disclosure of Invention
The invention aims to provide a composite pile foundation structure and a construction method thereof, which can improve the bearing capacity of a single pile and shorten the length of the pile by effectively combining a precast pile and a cast-in-place pile.
In order to achieve the purpose, the invention is realized by the following technical scheme:
the utility model provides a composite pile foundation structure, its characterized in that includes cushion cap, precast tubular pile and wraps up the cement layer outside precast tubular pile through cast-in-place mode, the cushion cap sets up at precast tubular pile top, cement layer and the coaxial setting of precast tubular pile, cement layer diameter ratio precast tubular pile diameter 200 increase one's worth 400 mm.
Furthermore, the bottom pile end of the precast tubular pile adopts a closed cross-shaped pile tip.
Further, the precast tubular pile is a high-strength prestressed tubular pile.
The construction method of the composite pile foundation structure is characterized by comprising the following steps of:
(1) point location lofting: adopting a high-strength prestressed precast tubular pile, planning red line control points according to a plan view of the precast tubular pile, carrying out paying-off positioning by combining the dimensions in the plan view by using a total station, filling in measurement paying-off records carefully, and rechecking important parts;
(2) hole guiding: when the rotary drilling rig is accurately in place, drilling can be started, the verticality deviation of the lead hole is ensured not to be more than 0.5%, and the protective cylinder is built while hole digging is carried out;
(3) hole cleaning: cleaning holes by using a bottom cleaning drill, cleaning sediments at the bottom of the holes to ensure that the thickness of the sediments is not more than 5cm, and measuring the depth of the holes after cleaning the holes;
(4) pouring filling materials: lowering the guide pipe to pour cement soil into the hole while drawing out the drill bit from the final hole;
(5) hoisting the tubular pile in place: vertically aligning the prefabricated pipe pile to the center of the guide hole, slowly putting down the prefabricated pipe pile and inserting the prefabricated pipe pile into the guide hole, adjusting the verticality of a pile body by using a total station after the pipe pile is put down to 0.5m or 1.0m of filler, and adjusting the verticality of the pile body in a two-way mode, wherein the verticality deviation when the prefabricated pipe pile is inserted into the ground is less than or equal to 0.5 percent, and the pile tip alignment deviation is less than or equal to 20;
(6) piling: the pile pipe at the earlier stage sinks into the hole by the aid of the dead weight, the pile machine is started to hammer and pile after the pile pipe is close to the bottom of the hole, firstly, the prestressed pipe pile is guaranteed to be deep into the bottom of the hole, the pile end falls on the supporting layer, and secondly, filling materials in the hole are extruded from the pile bottom to a gap between the outer wall of the pipe pile and the hole wall and filled by means of impact force;
(7) pile feeding: the pile feeding termination condition is that elevation control is adopted, and the final 10-degree of penetration in the pile driving process is used as a reference.
Further, the interval time between the hole guiding operation and the piling operation is not longer than 3 hours, and the tubular pile construction operation must be completed before the initial setting of the concrete.
Further, the poured cement soil is in an amount of 0.24Lm and L is the effective pile length.
The composite pile foundation is a pile foundation formed by utilizing a precast pilepaThe value is large, the end resistance of a pile foundation is increased, and meanwhile, the problems that the precast pile cannot enter the weathered shale and the pile body of the precast pile is small in diameter and small in side resistance are solved by the rotary drilling hole guiding process. Compared with a single cast-in-place pile, the bearing layer can be lifted upwards, and the pile length is largeThe amplitude decreases. Compared with a single precast pile, the precast pile has the advantages that the problem that the precast pile enters weathered rocks is solved, and the bearing capacity is greatly improved. The pile body strength can be basically controlled, and the economical efficiency is good.
This composite pile foundation is with the design and the effectual combination of construction of prestressing force high strength concrete pipe pile and traditional bored concrete pile. The advantages of high strength of the precast pile and the rotary drilling and leading of the cast-in-place pile are fully utilized, and the difficulties that the cast-in-place pile is long, the bearing capacity is low and the precast pile cannot enter the rock are solved. Has obvious advantages in construction quality, construction period and engineering investment compared with single cast-in-place pile and precast pile.
Drawings
FIG. 1 is a diagram of a composite pile foundation according to the present invention;
FIG. 2 is a cross-sectional view taken along line A-A of FIG. 1;
FIG. 3 is a flow chart of the construction process of the composite pile foundation structure of the present invention;
in the figure: 1. bearing platform, 2 prefabricated tubular pile, 3, cement layer, 4, pile tip.
Detailed Description
The invention will be further described with reference to the following examples and embodiments in conjunction with the accompanying figures 1-3:
a composite pile foundation structure is shown in figures 1-2 and comprises a bearing platform 1, a precast tubular pile 2 and a cement layer 3 wrapped outside the precast tubular pile in a cast-in-place mode, wherein the bearing platform 1 is arranged at the top of the precast tubular pile 2, the cement layer 3 and the precast tubular pile are coaxially arranged, and the diameter of the cement layer 3 is 200 mm larger than that of the precast tubular pile 2 and 400mm larger than that of the cement layer 2. The bottom pile end of the precast tubular pile 2 adopts a closed cross-shaped pile tip 4. The precast tubular pile 2 is a high-strength prestress precast tubular pile.
The construction method of the composite pile foundation structure is shown in fig. 3, and comprises the following steps:
(1) point location lofting: adopting a high-strength prestressed precast tubular pile, planning red line control points according to a plan view of the precast tubular pile, carrying out paying-off positioning by combining the dimensions in the plan view by using a total station, filling in measurement paying-off records carefully, and rechecking important parts;
(2) hole guiding: when the rotary drilling rig is accurately in place, drilling a rotary drilling hole can be started, the verticality deviation of a pilot hole is ensured not to be larger than 0.5%, and a protective cylinder is built while drilling the hole;
(3) hole cleaning: cleaning the hole by using a bottom cleaning drill after the hole is dug, cleaning sediments at the bottom of the hole to ensure that the thickness of the sediments is not more than 5cm, and measuring the depth of the hole after the hole is cleaned;
(4) pouring filling materials: and (3) lowering the guide pipe to pour cement soil into the hole while drawing the drill bit out of the final hole, wherein the pouring amount of the cement soil is 0.24Lm, and L is the effective pile length.
(5) Hoisting the tubular pile in place: vertically aligning the prefabricated pipe pile to the center of the guide hole, slowly putting down the prefabricated pipe pile and inserting the prefabricated pipe pile into the guide hole, adjusting the verticality of a pile body by using a total station after the pipe pile is put down to 0.5m or 1.0m of filler, and adjusting the verticality of the pile body in a two-way mode, wherein the verticality deviation when the prefabricated pipe pile is inserted into the ground is less than or equal to 0.5 percent, and the pile tip alignment deviation is less than or equal to 20;
(6) piling: the pile pipe at the earlier stage sinks into the hole by the aid of the dead weight, the pile machine is started to hammer and pile after the pile pipe is close to the bottom of the hole, firstly, the prestressed pipe pile is guaranteed to be deep into the bottom of the hole, the pile end falls on the supporting layer, and secondly, filling materials in the hole are extruded from the pile bottom to a gap between the outer wall of the pipe pile and the hole wall and filled by means of impact force; the interval time between the hole guiding operation and the piling operation is not longer than 3 hours, and the tubular pile construction operation must be completed before the initial setting of the concrete.
(7) Pile feeding: the pile feeding termination condition is that elevation control is adopted, and the final 10-degree of penetration in the pile driving process is used as a reference.
Example 1:
the design parameters of a certain engineering pile foundation are shown in table 1:
the engineering construction exploration condition, the geotechnical geological stratification table is shown in table 2:
according to the design parameters and the construction and exploration conditions of the pile foundation, if impact hole-forming cast-in-place piles, rotary-excavation hole-forming cast-in-place piles or full casing pipe soil (rock) hole-forming cast-in-place piles are adopted, the lengths of ZH-1, ZH-2 and ZH-3 piles are 21m, 30m and 41m, and the problems of over-irrigation and sediment can be caused.
The composite pile foundation structure adopting the technical scheme is constructed in the following way:
1) selecting a high-strength prestressed precast tubular pile, and adopting a rotary drilling pile machine or a down-the-hole hammer to drill a hole, wherein the diameter of the hole is 200-400mm larger than that of the tubular pile;
2) placing the guide pipe downwards and pouring cement mortar with the thickness of 0.24Lm (L is the effective pile length) or cement soil with certain strength into the hole;
3) and after the precast tubular pile is conveyed to be close to the bottom of the hole, starting a hammering pile driver or a static pressure machine, and extruding cement mortar which is pre-poured into the hole to fill the gap between the pipe wall and the hole wall so as to enlarge the diameter of the pile foundation, stabilize the pile body and solve the problem of sediment.
The composite pile foundation structure not only improves the bearing capacity of the pile foundation, but also solves the problem of sediment in the construction process. The length, construction quality and construction period of the pile foundation are optimized and guaranteed. According to the geological conditions, the bearing capacity of a single pile of the composite pile foundation bearing layer adopting tetra-1 strongly weathered shale as the bearing layer can be more than or equal to the bearing capacity of a single pile of the traditional cast-in-place pile adopting fifth layer weathered limestone as the bearing layer, the pile length can be well optimized, the pile length of ZH-1, ZH-2 and ZH-3 can be 21m, 30m and 41m according to the traditional cast-in-place pile, and the composite pile foundation only needs 11m, 12m and 12 m; the cost of the pile foundation and the construction period are greatly saved and optimized.
The foregoing is a more detailed description of the present method in connection with specific embodiments thereof, and it is not intended that the practice of the present method be limited to these descriptions. For a person skilled in the art to which the method pertains, several equivalent alternatives or obvious modifications, which have the same properties or uses, without departing from the concept of the method, should be considered as falling within the scope of protection determined by the claims submitted to the method.
Claims (6)
1. The utility model provides a composite pile foundation structure, its characterized in that includes cushion cap, precast tubular pile and wraps up the cement layer outside precast tubular pile through cast-in-place mode, the cushion cap sets up at precast tubular pile top, cement layer and the coaxial setting of precast tubular pile, cement layer diameter ratio precast tubular pile diameter 200 increase one's worth 400 mm.
2. A composite pile foundation structure according to claim 1, wherein the precast tubular pile bottom pile tip is a closed cross-shaped pile tip.
3. A composite pile foundation structure according to claim 1, wherein said precast tubular pile is a high strength prestressed tubular pile.
4. A method of constructing a composite pile foundation structure according to any one of claims 1 to 3, including the steps of:
(1) point location lofting: adopting a high-strength prestressed precast tubular pile, planning red line control points according to a plan view of the precast tubular pile, carrying out paying-off positioning by combining the dimensions in the plan view by using a total station, filling in measurement paying-off records carefully, and rechecking important parts;
(2) hole guiding: when the rotary drilling rig is accurately in place, drilling can be started, the verticality deviation of the lead hole is ensured not to be more than 0.5%, and the protective cylinder is built while hole digging is carried out;
(3) hole cleaning: cleaning holes by using a bottom cleaning drill, cleaning sediments at the bottom of the holes to ensure that the thickness of the sediments is not more than 5cm, and measuring the depth of the holes after cleaning the holes;
(4) pouring filling materials: lowering the guide pipe to pour cement soil into the hole while drawing out the drill bit from the final hole;
(5) hoisting the tubular pile in place: vertically aligning the prefabricated pipe pile to the center of the guide hole, slowly putting down the prefabricated pipe pile and inserting the prefabricated pipe pile into the guide hole, adjusting the verticality of a pile body by using a total station after the pipe pile is put down to 0.5m or 1.0m of filler, and adjusting the verticality of the pile body in a two-way mode, wherein the verticality deviation when the prefabricated pipe pile is inserted into the ground is less than or equal to 0.5 percent, and the pile tip alignment deviation is less than or equal to 20;
(6) piling: the pile pipe at the earlier stage sinks into the hole by the aid of the dead weight, the pile machine is started to hammer and pile after the pile pipe is close to the bottom of the hole, firstly, the prestressed pipe pile is guaranteed to be deep into the bottom of the hole, the pile end falls on the supporting layer, and secondly, filling materials in the hole are extruded from the pile bottom to a gap between the outer wall of the pipe pile and the hole wall and filled by means of impact force;
(7) pile feeding: the pile feeding termination condition is that elevation control is adopted, and the final 10-degree of penetration in the pile driving process is used as a reference.
5. A method of constructing a composite pile foundation structure according to claim 3, wherein the time between the hole-guiding operation and the pile-driving operation is not longer than 3 hours and the pipe pile construction operation must be completed before the concrete is initially set.
6. A method of constructing a composite pile foundation structure according to claim 3, wherein the amount of cemented soil poured is 0.24Lm for effective pile length.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
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| CN202011235753.2A CN112281829A (en) | 2020-11-09 | 2020-11-09 | Composite pile foundation structure and construction method thereof |
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| Application Number | Priority Date | Filing Date | Title |
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| CN202011235753.2A CN112281829A (en) | 2020-11-09 | 2020-11-09 | Composite pile foundation structure and construction method thereof |
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Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112942341A (en) * | 2021-02-06 | 2021-06-11 | 中建四局建设发展有限公司 | Construction method for implanting prefabricated pipe pile into complex geology |
| CN113152450A (en) * | 2021-04-22 | 2021-07-23 | 广东际安工程管理有限公司 | Application of prestressed concrete pipe pile planting technology in complex foundation |
| CN113774906A (en) * | 2021-07-29 | 2021-12-10 | 安徽省交通规划设计研究总院股份有限公司 | Construction process for implanting composite-section hollow pile by filling mortar into expanded lead hole |
| CN114482013A (en) * | 2022-02-14 | 2022-05-13 | 安徽省交通规划设计研究总院股份有限公司 | Suspended rock-socketed composite pile structure for hole-expanding precast pile and construction method of suspended rock-socketed composite pile structure |
| CN114517473A (en) * | 2022-02-10 | 2022-05-20 | 江苏开放大学（江苏城市职业学院） | Prefabricated pipe pile suitable for soft soil stratum and capable of effectively enhancing bearing capacity and construction method of prefabricated pipe pile |
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| CN103290840A (en) * | 2013-07-02 | 2013-09-11 | 二十二冶集团天津建设有限公司 | Prestressed pipe pile construction method under boulder group geological conditions |
| CN107905222A (en) * | 2017-11-24 | 2018-04-13 | 中冶沈勘工程技术有限公司 | Pile foundation lining material and apply the lining material prefabricated band bellend prestressing pipe pile construction method |
| CN109371974A (en) * | 2018-10-25 | 2019-02-22 | 广西建工集团基础建设有限公司 | A kind of PHC tubular pole implantation construction method suitable for hard geology |
| CN214005658U (en) * | 2020-11-09 | 2021-08-20 | 中国瑞林工程技术股份有限公司 | Composite pile foundation structure |
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2020
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Patent Citations (4)
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| CN103290840A (en) * | 2013-07-02 | 2013-09-11 | 二十二冶集团天津建设有限公司 | Prestressed pipe pile construction method under boulder group geological conditions |
| CN107905222A (en) * | 2017-11-24 | 2018-04-13 | 中冶沈勘工程技术有限公司 | Pile foundation lining material and apply the lining material prefabricated band bellend prestressing pipe pile construction method |
| CN109371974A (en) * | 2018-10-25 | 2019-02-22 | 广西建工集团基础建设有限公司 | A kind of PHC tubular pole implantation construction method suitable for hard geology |
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Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112942341A (en) * | 2021-02-06 | 2021-06-11 | 中建四局建设发展有限公司 | Construction method for implanting prefabricated pipe pile into complex geology |
| CN113152450A (en) * | 2021-04-22 | 2021-07-23 | 广东际安工程管理有限公司 | Application of prestressed concrete pipe pile planting technology in complex foundation |
| CN113774906A (en) * | 2021-07-29 | 2021-12-10 | 安徽省交通规划设计研究总院股份有限公司 | Construction process for implanting composite-section hollow pile by filling mortar into expanded lead hole |
| CN114517473A (en) * | 2022-02-10 | 2022-05-20 | 江苏开放大学（江苏城市职业学院） | Prefabricated pipe pile suitable for soft soil stratum and capable of effectively enhancing bearing capacity and construction method of prefabricated pipe pile |
| CN114482013A (en) * | 2022-02-14 | 2022-05-13 | 安徽省交通规划设计研究总院股份有限公司 | Suspended rock-socketed composite pile structure for hole-expanding precast pile and construction method of suspended rock-socketed composite pile structure |
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