CN112663631B - Highway slope anti-sliding assembly type double-row pile forming method - Google Patents
Highway slope anti-sliding assembly type double-row pile forming method Download PDFInfo
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Abstract
The invention discloses a highway side slope anti-slide fabricated double-row pile forming method, which is based on slope double-row anti-slide pile reinforcement, adopts precast concrete pipe piles as pile body structures of front-row piles and rear-row piles, adopts precast concrete components for a crown beam and a special-shaped connecting beam, adopts broken stones to fill and grout external gaps at the bottom ends of the piles in the construction process, adopts a secondary pressure grouting mode to enhance the side frictional resistance and the bearing capacity of the pile bodies, and mainly solves the problem of end strengthening and resistance increasing technology of the fabricated double-row concrete pipe piles and the problem of top stress dispersion technology of the fabricated double-row concrete pipe piles. The prefabricated special-shaped connecting beam is adopted to connect the front row concrete pipe piles and the rear row concrete pipe piles, and the problem of stress concentration of the pile top connecting part of the double-row pile adopting the traditional linear connecting beam is solved. Meanwhile, the problem that formwork support and construction procedures are complex in the construction process is solved by adopting the prefabricated special-shaped connecting beams, the overall rigidity and the construction quality of the double-row concrete pipe piles are improved, and the construction difficulty and the construction period are reduced.
Description
Technical Field
The invention belongs to the technical field of civil engineering construction, and particularly relates to a method for forming a highway side slope anti-slide fabricated double-row pile, which is mainly used for highway side slope anti-slide reinforcement engineering in mountainous areas.
Background
In the operation process of the highway in the mountain area, whether the slope is stable or not is related to the operation safety of the highway, so that the stable state of the surrounding slope needs to be evaluated. If the slope stability factor is small, the slope needs to be reinforced. The commonly adopted reinforcing method comprises the modes of reinforcing a single-row concrete anti-slide pile, a double-row concrete anti-slide pile, a concrete retaining wall and the like.
The above reinforcing measures all have their own shortcomings: (1) the single-row concrete anti-slide pile has poor self anti-overturning capability and is difficult to play a more effective reinforcing role for a larger landslide body. (2) The traditional double-row concrete slide-resistant pile needs to be cast in place, the construction quality of the traditional double-row concrete slide-resistant pile is easily influenced by factors such as fields, construction levels and the like, and the quality is difficult to control. (3) The connecting beam of the double-row concrete slide-resistant pile is linear, the axis of the connecting beam is vertical to the axis of the pile body of the front row and the axis of the pile body of the rear row, a right angle is formed at the joint of the pile tops, stress concentration is easily generated at the joint of the connecting beam and the pile tops in the working process of the double-row pile, and the structure is easily damaged. In different ground bodies, the pile end bearing capacity and the pile side frictional resistance of the front row pile and the rear row pile in the double-row pile are different, the pile end bearing capacity and the pile side frictional resistance in the weak broken rock soil body are smaller, the whole reinforcing structure is easy to overturn and is difficult to achieve the reinforcing purpose, so that the pile side frictional resistance and the pile end bearing capacity of the double-row pile need to be improved, and the purpose of reinforcing the side slope is achieved.
The patent CN201911081297.8 discloses a construction method of a mountain slope super-thickness spray-anchoring permanent supporting structure, which comprises the steps of leveling a field in a piling position area and marking a pile site; performing supporting pile hole construction at the pile position, putting a steel pipe into the supporting pile hole, and pouring concrete or cement grout to complete pile forming; binding double-layer steel bar meshes at the top of the piling area, and performing spray anchoring; installing transverse and longitudinal I-beams at the top of the support pile, wherein the transverse I-beams are welded and connected by using reinforcing steel bars, and the transverse I-beams and the longitudinal I-beams are welded and connected; binding a vertical excavation surface by adopting double-layer bidirectional steel bars, excavating while supporting and shotcreting until the bottom of a side slope; and excavating to the designated position of the foundation pit, and installing a drain hole. Through the arrangement, the support construction in the area with insufficient slope space can be realized, the front row of support piles and the rear row of support piles are connected by welding with transverse and longitudinal I-shaped steel, the requirement of a permanent support structure can be met, and the mountain slope structure and the safety of facilities around the mountain slope structure are ensured.
The patent CN201811530498.7 discloses a repair structure for high embankment collapse and a construction method thereof, wherein the repair structure is arranged on a landslide body and comprises an upper retaining wall and a lower double-row pile rigid frame anti-sliding stable structure, and road traffic load is directly transmitted to a lower stable stratum of the landslide body through the upper retaining wall and the lower double-row pile rigid frame structure through structure optimization design, so that adverse effects on the sliding stratum are avoided, and smooth construction is ensured; the rigid frame structure formed by the lower double-row piles and the pile top crown beams has good bending resistance, shearing resistance, overturning resistance and strong anti-slip performance, and can improve the stability and safety factor of the side slope anti-slip.
Disclosure of Invention
The whole technical scheme and key technology of the invention are that pile holes are constructed on the slope body of the dangerous side slope of the mountain highway so as to reduce disturbance influence on the dangerous side slope.
The technical scheme adopted by the invention is a road slope anti-slide fabricated double-row pile forming method, which comprises the following steps that S1 front row precast concrete tubular piles 2 and rear row precast concrete tubular piles 3 with pile bottom reinforcing steel sleeves 1 are placed in pile holes, after pile bodies of the front row precast concrete tubular piles 2 and the rear row precast concrete tubular piles 3 are lifted in place, broken stones 4 are poured into gaps among pile bodies of the front row precast concrete tubular piles 2, the rear row precast concrete tubular piles 3 and surrounding rock bodies, and broken stones 4 are poured into the front row precast concrete tubular piles 2 and the rear row precast concrete tubular piles 3; after the filling of the gravels 4 is finished, performing primary grouting at gaps among the front row precast concrete tubular piles 2, the rear row precast concrete tubular piles 3 and the gravels 4 in gaps among the surrounding rock-soil bodies, then filling concrete 5 into the upper gaps, after the strength of the concrete 5 reaches a designed value, placing slurry blocking blocks 6 inside the front row precast concrete tubular piles 2 and the rear row precast concrete tubular piles 3, performing secondary pressure grouting on the inner bottoms of the front row precast concrete tubular piles 2 and the rear row precast concrete tubular piles 3, enabling the slurry to break through the slurry blocking pieces 8 in the through holes 7 on the front row precast concrete tubular piles 2 and the rear row precast concrete tubular piles 3 through the secondary pressure grouting, finally extruding the primary grouting slurry at the outer bottom of the precast concrete tubular piles and the hardened bodies of the gravels 4 to break and extrude the surrounding rock-soil bodies, and simultaneously performing infiltration hardening action on the surrounding slurry, and pile side frictional resistance between the bottoms of the front row precast concrete tubular piles 2 and the rear row precast concrete tubular piles 3 and surrounding rock-soil bodies is enhanced.
S2, after the pressure grouting is finished for two times and the grout is completely hardened, the construction of the special-shaped connecting beam 9 is carried out.
S3, after all the special-shaped connecting beams 9 are hoisted, the construction of the precast concrete crown beam 11 is carried out.
Further, in S1, the pressure grouting process compacts rock-soil masses around the bottoms of the front row precast concrete tubular piles 2 and the rear row precast concrete tubular piles 3, and the grout generates an infiltration hardening effect along gaps of the surrounding rock-soil masses, so as to improve the pile end bearing capacity and the pile side frictional resistance of the front row precast concrete tubular piles 2 and the rear row precast concrete tubular piles 3.
Further, in S2, the construction process of the special-shaped connecting beam 9 includes chiseling excess concrete on the tops of the front row precast concrete tubular piles 2 and the rear row precast concrete tubular piles 3 to form a chiseled surface, removing soil around the tops of the front row precast concrete tubular piles 2 and the rear row precast concrete tubular piles 3 to ensure the construction space of the special-shaped connecting beam 9, wetting the special-shaped connecting beam 9, the contact surfaces on the tops of the front row precast concrete tubular piles 2 and the rear row precast concrete tubular piles 3, wetting the tops of the front row precast concrete tubular piles 2 and the rear row precast concrete tubular piles 3, hoisting the special-shaped connecting beam 9 in place, and completely embedding the tops of the front row precast concrete tubular piles 2 and the rear row precast concrete tubular piles 3 into the connecting groove 10 of the special-shaped connecting beam 9.
Further, in S3, the precast concrete crown beam 11 is constructed by hoisting the precast concrete crown beam 11 to a corresponding position, so that the male lock joints 12 of the precast concrete crown beam 11 and the female lock joints 13 of the special-shaped coupling beam 9 form a snap connection, after all the precast concrete crown beams 11 are hoisted and constructed, grouting is performed on the connection positions between the precast special-shaped coupling beam 9 and the pile tops of the front row precast concrete pipe piles 2 and the rear row precast concrete pipe piles 3 through the reserved grouting holes 14, grouting is performed between the female lock joints 13 of the special-shaped coupling beam 9 and the male lock joints 12 between the precast concrete crown beams 11 through the reserved grouting holes 14, integrity of the structure is enhanced, and construction of the whole highway slope reinforcement project is completed.
Furthermore, the particle size of the crushed stone 4 is controlled between 10mm and 20mm, and the pouring height is controlled within the range of 1m to 2m above the pile bottom.
Further, the construction process of the pile hole in the S1 adopts the hole forming mode of a forward circulation drilling machine and a reverse circulation drilling machine.
A highway side slope antiskid assembled double row pile forming system comprises a reinforced steel sleeve 1, a front row precast concrete pipe pile 2, a rear row precast concrete pipe pile 3, broken stones 4, concrete 5, a slurry blocking block 6, a slurry through hole 7, a slurry separation sheet 8, a special-shaped connecting beam 9, a connecting groove 10, a precast concrete crown beam 11, a male lock joint 12, a female lock joint 13 and a reserved grouting hole 14.
The reinforced steel sleeve 1 is attached to the bottoms of the front row precast concrete tubular piles 2 and the rear row precast concrete tubular piles 3, and broken stones 4 are filled in the pile bottoms of the front row precast concrete tubular piles 2 and the rear row precast concrete tubular piles 3 and in gaps formed by surrounding pile bodies and surrounding rock-soil bodies. Concrete 5 is filled in a gap formed by the surrounding of the outer sides of the pile bodies of the front row precast concrete tubular piles 2 and the rear row precast concrete tubular piles 3 and the rock-soil body above the position of the broken stones 4. Hinder thick liquid piece 6 and place 4 tops at the inside rubbles of filling of front row precast concrete tubular pile 2 and back row precast concrete tubular pile 3, lead to the thick liquid hole 7 and lay in the 1 ~ 2m within range above front row precast concrete tubular pile 2 and the 3 pile shafts bottoms of back row precast concrete tubular pile, separate the outside of thick liquid hole 7 that thick liquid piece 8 installed on front row precast concrete tubular pile 2 and the 3 pile shafts of back row precast concrete tubular pile.
Further, the pile tops of the front row of precast concrete tubular piles 2 and the rear row of precast concrete tubular piles 3 are rigidly connected with the special-shaped coupling beam 9 through the connecting groove 10, and the precast concrete crown beam 11 is rigidly connected with the female locking joint 13 on the special-shaped coupling beam 9 through the male locking joint 12 of the precast concrete crown beam.
Compared with the prior art, the method is based on the slope double-row anti-slide pile reinforcement, the precast concrete tubular piles are used as pile body structures of front-row piles and rear-row piles, the crown beams and the special-shaped connecting beams are made of precast concrete components, broken stones are adopted to fill and grout external gaps at the bottom ends of the piles in the construction process, and the secondary pressure grouting mode is adopted to enhance the side frictional resistance and the pile end bearing capacity of the pile body, so that the method is a reinforcement method applied to the dangerous slope of the mountain highway, and mainly solves the following technical problems: (1) an end fixing and resistance increasing technology for an assembled double-row concrete pipe pile. The broken stone is poured and secondary pressure grouting is carried out through the inner and outer gaps at the bottom ends of the front row piles and the rear row piles in the double-row piles, the bearing capacity of the pile ends is improved, the frictional resistance between the pile bodies and the surrounding rock-soil bodies is enhanced, the overall stability of the double-row piles is finally improved, and the reinforcing effect on dangerous slopes is enhanced. (2) The prefabricated double-row concrete pipe pile top stress dispersing technology. The prefabricated special-shaped connecting beam is adopted to connect the front row concrete pipe piles and the rear row concrete pipe piles, and the problem of stress concentration of the pile top connecting part of the double-row pile adopting the traditional linear connecting beam is solved. Meanwhile, the problem that formwork support and construction procedures are complex in the construction process is solved by adopting the prefabricated special-shaped connecting beams, the overall rigidity and the construction quality of the double-row concrete pipe piles are improved, and the construction difficulty and the construction period are reduced.
Drawings
FIG. 1 is a top view of a slope anti-skid prefabricated double-row pile.
FIG. 2 is a sectional view of a slope anti-skid prefabricated double-row pile A-A.
FIG. 3 is a sectional view of prefabricated assembled slope anti-slide double-row piles B-B.
Fig. 4 is a front view of a precast concrete pipe pile.
Fig. 5 is a cross-sectional view of a precast concrete pipe pile C-C.
In the figure: 1. the concrete pile comprises a reinforcing steel sleeve, 2 parts of a front row of prefabricated concrete pipe piles, 3 parts of a rear row of prefabricated concrete pipe piles, 4 parts of broken stones, 5 parts of concrete, 6 parts of a slurry blocking block, 7 parts of slurry through holes, 8 parts of slurry isolating sheets, 9 parts of special-shaped connecting beams, 11 parts of prefabricated concrete crown beams, 12 parts of male lock joints, 13 parts of female lock joints and 14 parts of reserved grouting holes.
Detailed Description
The present invention will be described in detail below with reference to the accompanying drawings and examples.
Fig. 1 is a top view of a slope slide-resistant prefabricated double-row pile.
A-A section view of the side slope anti-sliding prefabricated double-row pile is shown in figure 2.
The sectional view of the slope slide-resistant prefabricated double-row pile is shown in figure 3.
The front view of the precast concrete pipe pile is shown in fig. 4.
The sectional view of the precast concrete pipe pile C-C is shown in FIG. 5.
The construction process of the pile hole adopts the hole forming mode of a forward circulation drilling machine and a reverse circulation drilling machine, then a front row precast concrete tubular pile 2 and a rear row precast concrete tubular pile 3 with a pile bottom reinforcing steel sleeve 1 are placed in the pile hole, after the front row precast concrete tubular pile 2 and the rear row precast concrete tubular pile 3 are hoisted in place, gravels 4 are poured into gaps among the front row precast concrete tubular pile 2, the rear row precast concrete tubular pile 3 and the surrounding rock-soil body, meanwhile, the gravels 4 are poured into the front row precast concrete tubular pile 2 and the rear row precast concrete tubular pile 3, the particle size of the gravels 4 is controlled between 10mm and 20mm, the pouring height is controlled within the range of 1m to 2m above the pile bottom, after the pouring is finished, the first grouting is carried out at the gaps among the front row precast concrete tubular pile 2, the rear row precast concrete tubular pile 3 and the surrounding rock-soil body, and then pouring concrete 5 into the upper gaps, after the strength of the concrete 5 reaches a designed value, placing slurry blocking blocks 6 inside pile bodies of the front row of precast concrete tubular piles 2 and the rear row of precast concrete tubular piles 3, and performing pressure grouting on the inner bottoms of the front row of precast concrete tubular piles 2 and the rear row of precast concrete tubular piles 3 to ensure that slurry can break through slurry separation sheets 8 in slurry through holes 7 on the pile bodies of the front row of precast concrete tubular piles 2 and the rear row of precast concrete tubular piles 3, finally extruding the first grouting slurry at the outer bottom of the precast concrete tubular piles and hardened bodies of the broken stones 4 to break and extrude surrounding rock-soil bodies, and simultaneously enabling the slurry to perform infiltration hardening action on the surrounding rock-soil bodies to enhance the pile side frictional resistance between the bottoms of the front row of precast concrete tubular piles 2 and the rear row of precast concrete tubular piles 3 and the surrounding rock-soil bodies. Meanwhile, in the pressure grouting process, rock-soil bodies around the bottoms of the front row of precast concrete tubular piles 2 and the rear row of precast concrete tubular piles 3 are compacted, and grout generates an infiltration hardening effect along gaps of the surrounding rock-soil bodies, so that the pile end bearing capacity of the front row of precast concrete tubular piles 2 and the rear row of precast concrete tubular piles 3 is further improved. And after the secondary pressure grouting is finished and the slurry is completely hardened, constructing the special-shaped connecting beam 9. Chiseling redundant concrete at the tops of the front row precast concrete tubular piles 2 and the rear row precast concrete tubular piles 3 to form a chiseled surface, removing soil around the tops of the front row precast concrete tubular piles 2 and the rear row precast concrete tubular piles 3, ensuring the construction space of the special-shaped connecting beam 9, wetting the special-shaped connecting beam 9, the contact surfaces of the tops of the front row precast concrete tubular piles 2 and the rear row precast concrete tubular piles 3, simultaneously wetting the tops of the front row precast concrete tubular piles 2 and the rear row precast concrete tubular piles 3, hoisting the special-shaped connecting beam 9 in place, completely embedding the tops of the front row precast concrete tubular piles 2 and the rear row precast concrete tubular piles 3 into the connecting groove 10 of the special-shaped connecting beam 9, and constructing the precast concrete crown beam 11 after all the special-shaped connecting beams 9 are hoisted. Hoisting the precast concrete crown beam 11 to a corresponding position, enabling the male lock joint 12 of the precast concrete crown beam 11 and the female lock joint 13 of the special-shaped connecting beam 9 to form effective occlusion connection, after the hoisting construction of all the precast concrete crown beams 11 is finished, grouting the connection position between the precast special-shaped connecting beam 9 and the pile tops of the front row precast concrete pipe piles 2 and the rear row precast concrete pipe piles 3 through the reserved grouting holes 14, then grouting the connection position between the female lock joint 13 of the special-shaped connecting beam 9 and the male lock joint 12 between the precast concrete crown beams 11 through the reserved grouting holes 14, further strengthening the integrity of the structure, and finishing the construction of the whole highway slope reinforcement project.
A highway side slope antiskid assembled double row pile forming system comprises a reinforced steel sleeve 1, a front row precast concrete pipe pile 2, a rear row precast concrete pipe pile 3, broken stones 4, concrete 5, a slurry blocking block 6, a slurry through hole 7, a slurry separation sheet 8, a special-shaped connecting beam 9, a connecting groove 10, a precast concrete crown beam 11, a male lock joint 12, a female lock joint 13 and a reserved grouting hole 14.
The reinforced steel sleeve 1 is attached to the bottoms of the front row precast concrete tubular piles 2 and the rear row precast concrete tubular piles 3, and broken stones 4 are filled in the pile bottoms of the front row precast concrete tubular piles 2 and the rear row precast concrete tubular piles 3 and in gaps formed by surrounding pile bodies and surrounding rock-soil bodies. Concrete 5 is filled in a gap formed by the surrounding of the outer sides of the pile bodies of the front row precast concrete tubular piles 2 and the rear row precast concrete tubular piles 3 and the rock-soil body above the position of the broken stones 4. Hinder thick liquid piece 6 and place 4 tops at the inside rubbles of filling of front row precast concrete tubular pile 2 and back row precast concrete tubular pile 3, lead to the thick liquid hole 7 and lay in the 1 ~ 2m within range above front row precast concrete tubular pile 2 and the 3 pile shafts bottoms of back row precast concrete tubular pile, separate the outside of thick liquid hole 7 that thick liquid piece 8 installed on front row precast concrete tubular pile 2 and the 3 pile shafts of back row precast concrete tubular pile.
The pile tops of the front row of precast concrete tubular piles 2 and the rear row of precast concrete tubular piles 3 are rigidly connected with the special-shaped coupling beam 9 through the connecting groove 10, and the precast concrete crown beam 11 is rigidly connected with the female locking joint 13 on the special-shaped coupling beam 9 through the male locking joint 12 of the precast concrete crown beam.
The method is based on a slope double-row anti-slide pile reinforcing method, adopts precast concrete pipe piles as pile body structures of front-row piles and rear-row piles, adopts precast concrete components for a crown beam and a special-shaped coupling beam, adopts broken stones to fill and grout an outer gap at the bottom end of a pile in the construction process, adopts a secondary pressure grouting mode to enhance the side friction resistance and the bearing capacity of the pile body, is a reinforcing method applied to dangerous slopes of mountain roads, and mainly solves the following technical problems: (1) an end fixing and resistance increasing technology for an assembled double-row concrete pipe pile. The broken stone is poured and secondary pressure grouting is carried out through the inner and outer gaps at the bottom ends of the front row piles and the rear row piles in the double-row piles, the bearing capacity of the pile ends is improved, the frictional resistance between the pile bodies and the surrounding rock-soil bodies is enhanced, the overall stability of the double-row piles is finally improved, and the reinforcing effect on dangerous slopes is enhanced. (2) The prefabricated double-row concrete pipe pile top stress dispersing technology. The prefabricated special-shaped connecting beam is adopted to connect the front row concrete pipe piles and the rear row concrete pipe piles, and the problem of stress concentration of the pile top connecting part of the double-row pile adopting the traditional linear connecting beam is solved. Meanwhile, the problem that formwork support and construction procedures are complex in the construction process is solved by adopting the prefabricated special-shaped connecting beams, the overall rigidity and the construction quality of the double-row concrete pipe piles are improved, and the construction difficulty and the construction period are reduced.
Therefore, the method is applied to the reinforcement engineering of the dangerous side slope of the highway in the mountainous area, and can play a role in improving the pile end bearing capacity and the pile side friction resistance of the double-row concrete pipe piles, so that the integral anti-overturning capacity of the reinforced structure is improved, and the reinforcing effect of the structure is improved. In addition, the construction quality of the double-row pile reinforced structure can be improved, the stress concentration at the top of the double-row concrete pipe pile is reduced, the self rigidity of the supporting structure is improved, and construction by engineering personnel is facilitated.
Claims (3)
1. A road slope anti-slide fabricated double-row pile forming method is characterized in that: the method comprises the following steps of S1, placing a front row of precast concrete tubular piles (2) and a rear row of precast concrete tubular piles (3) with pile bottom reinforcing steel sleeves (1) into pile holes, pouring broken stones (4) into gaps among pile bodies of the front row of precast concrete tubular piles (2), the rear row of precast concrete tubular piles (3) and surrounding rock-soil bodies after pile bodies of the front row of precast concrete tubular piles (2) and the rear row of precast concrete tubular piles (3) are lifted in place, and pouring broken stones (4) into the front row of precast concrete tubular piles (2) and the rear row of precast concrete tubular piles (3); after the filling of the gravels (4), performing primary grouting at gaps among the pile bodies of the front row of precast concrete tubular piles (2) and the rear row of precast concrete tubular piles (3) and the gravels (4) in gaps of surrounding rock-soil bodies, then filling concrete (5) into the upper gaps, after the strength of the concrete (5) reaches a designed value, placing slurry blocking blocks (6) inside the pile bodies of the front row of precast concrete tubular piles (2) and the rear row of precast concrete tubular piles (3), performing secondary pressure grouting at the inner bottoms of the front row of precast concrete tubular piles (2) and the rear row of precast concrete tubular piles (3), enabling slurry to break through slurry blocking sheets (8) in slurry through holes (7) on the pile bodies of the front row of precast concrete tubular piles and the rear row of precast concrete tubular piles (3) through the secondary pressure grouting, and finally extruding the primary slurry and the hardened bodies of the gravels (4) at the outer bottoms of the precast concrete tubular piles, the pile body is broken and extrudes the surrounding rock-soil mass, and simultaneously, the grout has the infiltration hardening effect on the surrounding rock-soil mass, so that the pile side frictional resistance of the bottoms of the front row of precast concrete pipe piles (2) and the rear row of precast concrete pipe piles (3) and the surrounding rock-soil mass is enhanced;
s2, after the pressure grouting is finished for two times and the grout is completely hardened, constructing the special-shaped connecting beam (9);
s3, after all the special-shaped connecting beams (9) are hoisted, constructing the precast concrete crown beam (11);
in the S1, the pressure grouting process is used for compacting rock-soil bodies around the bottoms of the front row of precast concrete tubular piles (2) and the rear row of precast concrete tubular piles (3), and the grout generates an infiltration hardening effect along gaps of the surrounding rock-soil bodies, so that the pile end bearing capacity and the pile side frictional resistance of the front row of precast concrete tubular piles (2) and the rear row of precast concrete tubular piles (3) are improved;
in S2, chiseling redundant concrete at the tops of the front row of precast concrete tubular piles (2) and the rear row of precast concrete tubular piles (3) to form a chiseled surface, removing soil around the tops of the front row of precast concrete tubular piles (2) and the rear row of precast concrete tubular piles (3), ensuring the construction space of the special-shaped connecting beam (9), wetting the special-shaped connecting beam (9), the front row of precast concrete tubular piles (2) and the rear row of precast concrete tubular piles (3), wetting the tops of the front row of precast concrete tubular piles (2) and the rear row of precast concrete tubular piles (3), hoisting the special-shaped connecting beam (9) in place, and completely embedding the tops of the front row of precast concrete tubular piles (2) and the rear row of precast concrete tubular piles (3) into a connecting groove (10) of the special-shaped connecting beam (9);
in S3, the construction process of the precast concrete crown beam (11) is as follows, the precast concrete crown beam (11) is hoisted to a corresponding position, the male lock joint (12) of the precast concrete crown beam (11) and the female lock joint (13) of the special-shaped connecting beam (9) form occlusion connection, after all the precast concrete crown beams (11) are hoisted and constructed, the connecting position between the precast special-shaped connecting beam (9) and the pile tops of the front row precast concrete pipe piles (2) and the rear row precast concrete pipe piles (3) is grouted through the reserved grouting hole (14), then the grouting is carried out between the female lock joint (13) of the special-shaped connecting beam (9) and the male lock joint (12) between the precast concrete crown beams (11) through the reserved grouting hole (14), the integrity of the structure is strengthened, and the whole highway side pipe pile strengthening construction is completed.
2. The method for forming the highway slope anti-slide fabricated double-row piles according to claim 1, which is characterized in that: the particle size of the broken stone (4) is controlled between 10mm and 20mm, and the pouring height is controlled to be 1m to 2m above the pile bottom.
3. The method for forming the highway slope anti-slide fabricated double-row piles according to claim 1, which is characterized in that: and S1, adopting a positive circulation drilling machine and a reverse circulation drilling machine to form the holes in the pile holes.
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Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102493461A (en) * | 2011-12-09 | 2012-06-13 | 中国建筑西南勘察设计研究院有限公司 | Grate type prestressed tubular pile supporting structure |
| CN202689008U (en) * | 2012-06-11 | 2013-01-23 | 东南大学 | Supporting structure for double-row prefabricated high-strength concrete thin-walled steel pipe pile foundation pit |
| CN109056649A (en) * | 2018-09-10 | 2018-12-21 | 无锡市水利设计研究院有限公司 | A kind of sheet pile combination shore protection and its construction method |
| CN111074883A (en) * | 2020-02-25 | 2020-04-28 | 周同和 | Post-grouting permeable concrete pipe pile and construction method thereof |
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2020
- 2020-12-09 CN CN202011448198.1A patent/CN112663631B/en active Active
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102493461A (en) * | 2011-12-09 | 2012-06-13 | 中国建筑西南勘察设计研究院有限公司 | Grate type prestressed tubular pile supporting structure |
| CN202689008U (en) * | 2012-06-11 | 2013-01-23 | 东南大学 | Supporting structure for double-row prefabricated high-strength concrete thin-walled steel pipe pile foundation pit |
| CN109056649A (en) * | 2018-09-10 | 2018-12-21 | 无锡市水利设计研究院有限公司 | A kind of sheet pile combination shore protection and its construction method |
| CN111074883A (en) * | 2020-02-25 | 2020-04-28 | 周同和 | Post-grouting permeable concrete pipe pile and construction method thereof |
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