CN104594343A - Fabricated pile and construction method thereof - Google Patents
Fabricated pile and construction method thereof Download PDFInfo
- Publication number
- CN104594343A CN104594343A CN201410712283.2A CN201410712283A CN104594343A CN 104594343 A CN104594343 A CN 104594343A CN 201410712283 A CN201410712283 A CN 201410712283A CN 104594343 A CN104594343 A CN 104594343A
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- pile tube
- pile
- tube
- stake
- assembling
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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
- E02D5/48—Piles varying in construction along their length, i.e. along the body between head and shoe, e.g. made of different materials along their length
-
- 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
- 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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- 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 fabricated pile which comprises a lower pipe pile. A lower pipe pile reinforcing cage is arranged in the lower pipe pile, and an upper end plate is arranged at the upper end of the lower pipe pile. A top pipe pile is arranged at the upper end of the lower pipe pile, a lower end plate which is pressed on the upper end plate is arranged at the lower end of the top pipe pile, and the lower end plate and the upper end plate are connected. A top pipe pile reinforcing cage is arranged in the top pipe pile, composite stirrups shaped like a Chinese character 'jing' are arranged on the top pipe pile reinforcing cage every other 200-400 mm, and a post-poured concrete grouting core is arranged in the top pipe pile. The invention further discloses a construction method of the fabricated pile. According to the fabricated pile and the construction method of the fabricated pile, the upper fabricated pipe pile and the lower fabricated pipe pile are assembled together, and the advantages of the pipe piles and the advantages of cast-in-situ bored piles are fused together in the mode that the post-poured concrete grouting core is poured in the top pipe pile. The fabricated pile has the advantages that pile connection is simple, convenient and fast, the construction cost is low, construction is quick, the quality can be guaranteed easily, and the bearing capacity is high.
Description
Technical field
The present invention relates to the technical field of building construction, particularly a kind of assembling stake and construction method thereof such as bridge engineering, work China Democratic National Construction Association and marine port engineering, can be used for load stake and the weak soil soldier pile of all kinds of Structural Engineering.
Background technology
Prestressed reinforced concrete pipe pile system factorial praluction, material property obtain the pile tube of maximum performance.Its manufacturing process is simple, adapt to wide, high financial profit, be widely used in soft foundation, but due to the restriction in production, construction technology, the wall thickness of stake is by restriction to a certain extent, and therefore pile tube horizontal bearing capacity is less, horizontal bending resistance moment is little, and in the multi-rise building thing pile foundation of bearing horizontal loading, applicability is poor.On the other hand, bored pile horizontal bearing capacity is high, but easily produces the problem such as necking down, concrete piles difficult quality guarantee, and complex procedures, the mud contamination environment produced in construction.
Summary of the invention
The present invention provides a kind of assembling stake and construction method thereof for solving in known technology the technical problem that exists, and the advantage of pile tube and bored pile can organically merge by this assembling stake.
The technical scheme that the present invention takes for the technical problem existed in solution known technology is: a kind of assembling stake, be included in lower pile tube, describedly be provided with at lower pipe pile reinforcing bar cage in lower pile tube, upper head plate is provided with in lower pile tube upper end described, it is characterized in that, top pile tube is equipped with in the described upper end at lower pile tube, the bottom plate be fitted on described upper head plate is provided with in the lower end of described top pile tube, described bottom plate is connected with described upper head plate, in the pile tube of described top, head tube pile cages is set, the reinforcing cage of described top pile tube arranges one groined type compound stirrup every 200 ~ 400mm, after being provided with in the pile tube of described top, pouring concrete fills with core.All can produce on common pile tube production equipment at lower pile tube and top pile tube.
Described bottom plate is provided with the lower skirtboard and bottom plate annular projection that turn over, described lower skirtboard is embedded in the outside of described top pile tube admittedly, described skirt intralamellar part is provided with the peg I being anchored in top pile tube, described upper head plate is provided with down the upper skirtboard and upper head plate annular projection that turn over, described upper skirtboard is embedded in described in the outside of lower pile tube admittedly, and described overskirt intralamellar part is provided with the peg II be anchored at lower pile tube; Connect ring flat-plate to hold tightly described on the external surface of lower pile tube and described top pile tube, described connection ring flat-plate is provided with the groove clamped with upper head plate annular projection and bottom plate annular projection, described connection ring flat-plate comprises the two lobe arc monolithics by hinge, the keying end of arc monolithic described in every lobe is respectively connected by an assembling bolt with described lower skirtboard and described upper skirtboard, and the center line of described assembling bolt is consistent with the radial direction of described assembling stake.
Described top pile tube is partial prestressing pile tube or zero pile for prestressed pipe, whether adds prestressing force and determines according to top pile tube draw ratio and lifting requirements.The longitudinal reinforcement of the reinforcing cage of described top pile tube adopts prestressed steel bar and high tensile reinforcement hybrid reinforcement with ribbing or is all high tensile reinforcement with ribbing, longitudinal reinforcement stretches out stake end length >=10d, d is high tensile reinforcement diameter with ribbing, simultaneously for meeting anchorage length of steel bar in cushion cap, the high tensile reinforcement with ribbing being welded with certain length can be continued; The stirrup of described head tube pile cages adopts spiral stirrup; Described at lower pile tube employing pile for prestressed pipe, the longitudinal reinforcement of the described reinforcing cage at lower pile tube adopts prestressed steel bar to be formed, and adds prestressing force by common pile tube.
Described bottom plate is welded to connect with described upper head plate, reinforcing bar self-locking is connected or adopt connection ring flat-plate to connect.
The length of described top pile tube is not less than five times of pile body diameters and is not less than three times of pile body diameter length through below thickness of soft soil.
Another technical scheme that the present invention takes for the technical problem existed in solution known technology is: the construction method of above-mentioned assembling stake, carries out according to the following steps:
One) top pile tube and all adopt prefabrication at lower pile tube, in the prefabrication process of top pile tube, head tube pile cages arranges one groined type compound stirrup every 200 ~ 400mm;
Two) job site is transported to by top pile tube with at lower pile tube;
Three) after in pile tube chamber, top, pouring concrete fills with core, forms superimposed concrete solid pile;
Four) after stake position adopts long spire equipment pore-forming, stake holes will be sunk at lower pile tube, in time being sink in the upper end of lower pile tube apart from ground 0.8 ~ 1.2m, be fixed on lower pile tube;
Five) top pile tube solid for superimposed concrete is assemblied in the upper end of lower pile tube, carries out pile connection construction;
Six) pile sinking is continued to design elevation;
Seven) slip casing by pressure reinforcing is carried out to stake side.
Described step 3), adopt C40-C50 concreting concrete to fill with core, build at every turn and be highly no more than 5m.
The advantage that the present invention has and good effect are: be assembled together by upper and lower two joint prefabricated tubular piles, and the mode of core is filled with by pouring concrete after building in the pile tube of top, by pile tube together with the blend of predominance of bored pile, rear pouring concrete fills with the horizontal bearing capacity that core improves assembling stake, adopt all or part of high tensile reinforcement with ribbing, avoid the shortcoming that the ductility of high-strength steel bar is poor, bond stress is weak, lower compared to castinplace pile cost, construct more convenient, quality easily ensures, and without mud conditioning in construction, belong to environmental protection construction.Adopt the mode pile extension connecting ring flat-plate and connect, on-the-spot welding job can be saved, reduce site operation amount.The present invention has the advantages that pile extension is easy, quick, cost is low, construction is fast, quality easily ensures, bearing capacity is high.
Accompanying drawing explanation
Fig. 1 is the overall structure schematic diagram of assembling stake of the present invention;
Fig. 2 is assembling stake coupling part of the present invention sectional drawing;
Fig. 3-1 is the elevation of assembling stake arc monolithic of the present invention;
Fig. 3-2 is the A-A sectional view of Fig. 3-1;
Fig. 3-3 is the B-B sectional view of Fig. 3-1;
Fig. 4 is the top view of Fig. 2;
Fig. 5 is the reinforcing cage elevation of the top pile tube of assembling stake of the present invention;
Fig. 6 is the top view of Fig. 5;
Fig. 7 is the construction method step seven of assembling stake of the present invention) constructing structure figure.
In figure: 1 is top pile tube; 11 is bottom plate; 111 is lower skirtboard; 112 is bottom plate annular projection; 113 is peg I; 2 is at lower pile tube; 21 is upper head plate; 22 is prestressed steel bar; 211 is upper skirtboard; 212 is upper head plate annular projection; 213 is peg II; 3 for connecting ring flat-plate; 31 is assembling bolt; 32 is bolt hole; 33 is bearing pin; 34 for connecting ring flat-plate groove; 4 is the reinforcing cage of top pile tube; 41 is top pile tube longitudinal reinforcement; 42 is top pile tube spiral stirrup; 43 is groined type compound stirrup; 44 for being welded with reinforcing bar; 5 is that rear pouring concrete fills with core; 6 is Pile side soil; 7 is grouting and reinforcing structure.
Detailed description of the invention
For summary of the invention of the present invention, Characteristic can be understood further, hereby exemplify following examples, and coordinate accompanying drawing to be described in detail as follows:
Refer to accompanying drawing, a kind of assembling stake, be included in lower pile tube 2, describedly to be provided with in lower pile tube 2 at lower pipe pile reinforcing bar cage, upper head plate 21 is provided with in the described upper end at lower pile tube 2, top pile tube 1 is equipped with in the described upper end at lower pile tube 2, the bottom plate 11 be fitted on described upper head plate 21 is provided with in the lower end of described top pile tube 1, described bottom plate 11 is connected with described upper head plate 21, in described top pile tube 1, head tube pile cages 4 is set, the reinforcing cage 4 of described top pile tube arranges one groined type compound stirrup 43 every 200 ~ 400mm, after being provided with in described top pile tube 1, pouring concrete fills with core 5.All can produce on common pile tube production equipment with top pile tube 1 at lower pile tube 2.
In the present embodiment, described top pile tube 1 carries out bolt connection at lower pile tube 2 by being connected ring flat-plate 3 with described.Concrete structure is: described bottom plate 11 is provided with the lower skirtboard 111 and bottom plate annular projection 112 that turn over, and described lower skirtboard 111 is embedded in the outside of described top pile tube 1 admittedly, and described skirt intralamellar part is provided with the peg 113 being anchored in top pile tube 1; Described upper head plate 21 is provided with down the upper skirtboard 211 and upper head plate annular projection 212 that turn over, and described upper skirtboard 211 is embedded in described in the outside of lower pile tube 2 admittedly, and described overskirt intralamellar part is provided with the peg 213 be anchored at lower pile tube 2; Connect ring flat-plate 3 to hold tightly described on the external surface of lower pile tube 2 and described top pile tube 1, described connection ring flat-plate is provided with the groove 34 clamped with upper head plate annular projection 212 and bottom plate annular projection 112, described connection ring flat-plate 3 comprises by two hinged lobe arc monolithics of bearing pin 33, the keying end of arc monolithic described in every lobe is respectively connected by an assembling bolt 31 with described lower skirtboard 111 and described upper skirtboard 211, and described assembling bolt 31 center line is consistent with the radial direction of described assembling stake.Bolt hole 32 on described connection ring flat-plate 3 is counterbore, makes assembling bolt 31 can enter a part in counterbore, connects the resistance at ring flat-plate 3 place during to protect assembling bolt 31 and to reduce pile sinking.
Described top pile tube 1 also can pass through directly to be welded to connect at lower pile tube 2 with described, and welding procedure is identical with tubular pile splicing technique, existing pile extension mode, and existing maturation process, can with reference to the national atlas of " prestressed concrete pipe pile " (10G409).Punishment three full welds are connected at two pile end plates.Described bottom plate and described upper head plate also can adopt existing reinforcing bar self-locking to be connected.
Above-mentioned top pile tube 1 adopts prefabrication, and there is bottom plate 11 lower end, and longitudinal reinforcement 41 stretches out stake end.The length of above-mentioned top pile tube 1 is determined according to calculating, to ensure to meet premised on requirement for bearing capacity at lower pile tube 2, and meets and is not less than five times of pile body diameters or through the detailing requiments being not less than three times of pile body diameter length below thickness of soft soil.Described head tube pile cages 4 is with reference to castinplace pile arrangement of reinforcement, longitudinal reinforcement 41 can adopt the hybrid reinforcement of prestressed steel bar and high tensile reinforcement with ribbing or be all high tensile reinforcement with ribbing, whether add prestressing force to determine according to top pile tube draw ratio and lifting requirements, longitudinal reinforcement stretches out stake end length >=10d, d is high tensile reinforcement diameter with ribbing, simultaneously for meeting anchorage length of steel bar in cushion cap, the high tensile reinforcement with ribbing 44 being welded with certain length can be continued.Stirrup 42 adopts spiral stirrup.The above-mentioned longitudinal reinforcement at lower pipe pile reinforcing bar cage adopts prestressed steel bar 22 to be formed, and adds prestressing force by common pile tube.
The construction method of above-mentioned assembling stake, carry out according to the following steps:
One) top pile tube 1 and all adopt prefabrication at lower pile tube 2, in the prefabrication process of top pile tube 1, head tube pile cages 4 arranges one groined type compound stirrup 43 every 200 ~ 400mm;
Two) job site is transported to by top pile tube 1 with at lower pile tube 2;
Three) after in top pile tube 1 chamber, pouring concrete fills with core 5, forms superimposed concrete solid pile;
Four) after stake position adopts long spire equipment pore-forming, stake holes will be sunk at lower pile tube 2, in time being sink in the upper end of lower pile tube 2 apart from ground 0.8 ~ 1.2m, be fixed on lower pile tube 2;
Five) top pile tube 1 solid for superimposed concrete is assemblied in the upper end of lower pile tube 2, carries out pile connection construction.Pile extension can be undertaken by hand fit, now should ensure pile tube surface cleaning, and the gap iron plate up and down between joint pads and welds, and the centerline deviation saving stake up and down must not be greater than 10mm, node warpage rise must not be greater than 1 ‰ long.The connection saving stake up and down can adopt welding, reinforcing bar self-locking connects or adopt connection ring flat-plate 3 to connect.Welding time-division three full welds.When connection ring flat-plate 3 connects, connection ring flat-plate is fixed on and saves stake connecting portion up and down, tighten assembling bolt 31, connection ring flat-plate 3 is hugged and saves stake connecting portion up and down.
Six) pile sinking is continued to design elevation;
Seven) slip casing by pressure reinforcing is carried out to stake side, between Pile side soil 6 and assembling stake, form grouting and reinforcing structure 7.
Above-mentioned steps three), adopt C40-C50 concreting concrete to fill with core 5, build at every turn and be highly no more than 5m.
Although be described the preferred embodiments of the present invention by reference to the accompanying drawings above; but the present invention is not limited to above-mentioned detailed description of the invention; above-mentioned detailed description of the invention is only schematic; be not restrictive; those of ordinary skill in the art is under enlightenment of the present invention; do not departing under the ambit that present inventive concept and claim protect, can also make a lot of form, these all belong within protection scope of the present invention.
Claims (8)
1. an assembling stake, be included in lower pile tube, describedly be provided with at lower pipe pile reinforcing bar cage in lower pile tube, upper head plate is provided with in lower pile tube upper end described, it is characterized in that, top pile tube is equipped with in the described upper end at lower pile tube, the bottom plate be fitted on described upper head plate is provided with in the lower end of described top pile tube, described bottom plate is connected with described upper head plate, in the pile tube of described top, head tube pile cages is set, the reinforcing cage of described top pile tube arranges one groined type compound stirrup every 200 ~ 400mm, after being provided with in the pile tube of described top, pouring concrete fills with core.
2. assembling stake according to claim 1, it is characterized in that, described bottom plate is provided with the lower skirtboard and bottom plate annular projection that turn over, described lower skirtboard is embedded in the outside of described top pile tube admittedly, described skirt intralamellar part is provided with the peg I being anchored in top pile tube, described upper head plate is provided with down the upper skirtboard and upper head plate annular projection that turn over, and described upper skirtboard is embedded in described in the outside of lower pile tube admittedly, and described overskirt intralamellar part is provided with the peg II be anchored at lower pile tube; Connect ring flat-plate to hold tightly described on the external surface of lower pile tube and described top pile tube, described connection ring flat-plate is provided with the groove clamped with upper head plate annular projection and bottom plate annular projection, described connection ring flat-plate comprises the two lobe arc monolithics by hinge, the keying end of arc monolithic described in every lobe is respectively connected by an assembling bolt with described lower skirtboard and described upper skirtboard, and the center line of described assembling bolt is consistent with the radial direction of described assembling stake.
3. assembling stake according to claim 1, it is characterized in that, described top pile tube is partial prestressing pile tube or zero pile for prestressed pipe, the longitudinal reinforcement of the reinforcing cage of described top pile tube adopts prestressed steel bar and high tensile reinforcement hybrid reinforcement with ribbing or is all high tensile reinforcement with ribbing, the longitudinal reinforcement of the reinforcing cage of described top pile tube stretches out stake end length >=10d, d is high tensile reinforcement diameter with ribbing, and the stirrup of the reinforcing cage of described top pile tube adopts spiral stirrup; Described at lower pile tube employing pile for prestressed pipe, the longitudinal reinforcement of the described reinforcing cage at lower pile tube adopts prestressed steel bar to be formed.
4. assembling stake according to claim 3, is characterized in that, the upper end that the longitudinal reinforcement of the reinforcing cage of described top pile tube stretches out stake end is welded with high tensile reinforcement with ribbing.
5. assembling stake according to claim 1, is characterized in that, described bottom plate is welded to connect with described upper head plate, reinforcing bar self-locking is connected or adopt connection ring flat-plate to connect.
6. assembling stake according to claim 1, is characterized in that, the length of described top pile tube is not less than five times of pile body diameters or is not less than three times of pile body diameter length through below thickness of soft soil.
7. a construction method for assembling stake as claimed in claim 1, is characterized in that, carries out according to the following steps:
One) top pile tube and all adopt prefabrication at lower pile tube, in the prefabrication process of top pile tube, head tube pile cages arranges one groined type compound stirrup every 200 ~ 400mm;
Two) job site is transported to by top pile tube with at lower pile tube;
Three) after in pile tube chamber, top, pouring concrete fills with core, forms superimposed concrete solid pile;
Four) after stake position adopts long spire equipment pore-forming, stake holes will be sunk at lower pile tube, in time being sink in the upper end of lower pile tube apart from ground 0.8 ~ 1.2m, be fixed on lower pile tube;
Five) top pile tube solid for superimposed concrete is assemblied in the upper end of lower pile tube, carries out pile connection construction;
Six) pile sinking is continued to design elevation;
Seven) slip casing by pressure reinforcing is carried out to stake side.
8. the construction method of assembling stake according to claim 7, is characterized in that, described step 3), adopt C40-C50 concreting concrete to fill with core, build at every turn and be highly no more than 5m.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201410712283.2A CN104594343B (en) | 2014-11-28 | 2014-11-28 | A kind of assembled stake and its construction method |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201410712283.2A CN104594343B (en) | 2014-11-28 | 2014-11-28 | A kind of assembled stake and its construction method |
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| CN104594343A true CN104594343A (en) | 2015-05-06 |
| CN104594343B CN104594343B (en) | 2017-12-22 |
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105040685A (en) * | 2015-06-09 | 2015-11-11 | 周兆弟 | Prefabricated member with hollow structure |
| CN106245642A (en) * | 2016-07-27 | 2016-12-21 | 华信咨询设计研究院有限公司 | A kind of pre-stressed concrete pipe pile foundation and construction method thereof |
| CN108677937A (en) * | 2018-06-01 | 2018-10-19 | 黄河水利委员会河南黄河河务局 | A kind of reinforced concrete hollow tube pile connection device and connection method |
| CN110424437A (en) * | 2019-08-13 | 2019-11-08 | 中国电建集团山东电力建设有限公司 | Photo-voltaic power generation station installation foundation construction method |
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Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN105040685A (en) * | 2015-06-09 | 2015-11-11 | 周兆弟 | Prefabricated member with hollow structure |
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| CN108677937A (en) * | 2018-06-01 | 2018-10-19 | 黄河水利委员会河南黄河河务局 | A kind of reinforced concrete hollow tube pile connection device and connection method |
| CN110424437A (en) * | 2019-08-13 | 2019-11-08 | 中国电建集团山东电力建设有限公司 | Photo-voltaic power generation station installation foundation construction method |
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| CN104594343B (en) | 2017-12-22 |
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Address after: 300072 Tianda architecture creative building (Science and Technology Park), No. 192, Anshan West Road, Nankai District, Tianjin Patentee after: Tianjin University architectural design and Planning Research Institute Co.,Ltd. Patentee after: Zhang Xizhi Patentee after: TIANJIN PORT & CHANNEL ENGINEERING Co.,Ltd. Address before: 300073 Tianjin City, Nankai District Anshan West Road No. 192 Patentee before: TIANJIN University RESEARCH INSTITUTE OF ARCHITECTRUAL DESIGN & URBAN PLANNING Patentee before: Zhang Xizhi Patentee before: TIANJIN PORT & CHANNEL ENGINEERING Co.,Ltd. |