CN115434305A - Steel pipe pile construction process - Google Patents
Steel pipe pile construction process Download PDFInfo
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- CN115434305A CN115434305A CN202211112801.8A CN202211112801A CN115434305A CN 115434305 A CN115434305 A CN 115434305A CN 202211112801 A CN202211112801 A CN 202211112801A CN 115434305 A CN115434305 A CN 115434305A
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- 229910000831 Steel Inorganic materials 0.000 title claims abstract description 52
- 238000010276 construction Methods 0.000 title claims abstract description 52
- 239000010959 steel Substances 0.000 title claims abstract description 52
- 238000000034 method Methods 0.000 title claims abstract description 33
- 238000005553 drilling Methods 0.000 claims abstract description 25
- 238000012360 testing method Methods 0.000 claims abstract description 22
- 238000004140 cleaning Methods 0.000 claims abstract description 12
- 238000001514 detection method Methods 0.000 claims abstract description 8
- 239000011440 grout Substances 0.000 claims description 15
- 239000002002 slurry Substances 0.000 claims description 6
- 230000010412 perfusion Effects 0.000 claims description 5
- 230000015572 biosynthetic process Effects 0.000 claims 1
- 230000003068 static effect Effects 0.000 abstract description 6
- 238000003908 quality control method Methods 0.000 abstract description 3
- 239000013049 sediment Substances 0.000 description 11
- 239000004568 cement Substances 0.000 description 3
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 3
- 239000002390 adhesive tape Substances 0.000 description 2
- 229910001335 Galvanized steel Inorganic materials 0.000 description 1
- 239000011398 Portland cement Substances 0.000 description 1
- 238000005299 abrasion Methods 0.000 description 1
- 230000002411 adverse Effects 0.000 description 1
- 238000007664 blowing Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 230000007613 environmental effect Effects 0.000 description 1
- 239000008397 galvanized steel Substances 0.000 description 1
- 238000009434 installation Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000002360 preparation method Methods 0.000 description 1
- 230000037452 priming Effects 0.000 description 1
- 238000012372 quality testing Methods 0.000 description 1
- 239000011435 rock Substances 0.000 description 1
- 239000002893 slag Substances 0.000 description 1
- 238000006467 substitution reaction Methods 0.000 description 1
- 238000003466 welding Methods 0.000 description 1
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Classifications
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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
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
- E02D5/38—Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D13/00—Accessories for placing or removing piles or bulkheads, e.g. noise attenuating chambers
- E02D13/08—Removing obstacles
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D33/00—Testing foundations or foundation structures
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- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- Piles And Underground Anchors (AREA)
Abstract
The invention relates to the technical field of subway engineering, and provides a steel pipe pile construction process, which comprises the following steps: s1, testing a pile on the ground, wherein the pile is used for verifying stratum parameters; s2, drilling a grid in advance; s3, drilling; s4, cleaning holes; s5, placing a steel pipe; s6, pouring concrete; s8, grouting the pile bottom; s9, pile foundation detection, erection of the cross beam, connection of the cross beam and the pile, providing force far away from the pile foundation direction for the cross beam through the lifting device, and adjusting the lifting device to apply force to test the bearing capacity of the pile foundation. By taking the side piles as constraint ends and adopting the back pressure cross beams and the jacks to detect the bearing capacity, a method for detecting the static load test in a narrow space is provided, the problem that the static load test cannot be carried out in a narrow space is solved, and compared with the traditional test, the quality is more reliable; the mechanized construction and construction quality control in narrow and small space are realized, and the construction progress and construction quality of the miniature steel pipe pile in the narrow and small space are guaranteed.
Description
Technical Field
The invention belongs to the technical field of subway engineering, and particularly relates to a steel pipe pile construction process.
Background
At present, in the subway line construction process, because the space in the pilot tunnel is narrow, the large-scale equipment can not be used for construction, and the construction efficiency is lower.
Patent CN113481973A discloses a construction method of a steel pipe pile in a subway station, which comprises the following steps: s1, hardening and leveling a pilot hole; s2, positioning a pile and opening a hole; s3, coring the steel pipe pile; s4, drilling: after coring is finished, drilling by adopting a crawler-type drilling machine, checking the flatness of the drilling machine and the verticality of a driving drill rod in the drilling process, regularly checking a drill bit and a drill rod joint, drilling at low speed and low pressure in the drilling process, and controlling the verticality by arranging a hanging hammer on a drill boom; s5, primary hole cleaning; s6, measuring the hole depth and checking the hole; s7, placing a steel pipe; s8, hanging and placing the grouting pipe; s9, checking and checking the thickness; s10, pouring concrete; s11, pile splicing and filling test blocks and pile top longitudinal bar installation; and S12, grouting the pile bottom. Although this patent has been solved the drilling straightness that hangs down and has not conform to the difficult problem of design standard requirement, sediment thickness control and steel pipe pile concrete closely knit not enough a difficult problem, it is lower at the efficiency of construction, and quality testing still has certain difficulty, causes the time limit for a project extension easily, drags the construction progress slowly.
Disclosure of Invention
The invention provides a steel pipe pile construction process aiming at the problems of inconvenient steel pipe column construction, difficult quality detection, low construction efficiency and the like in a narrow space in the prior art. The technical scheme adopted by the invention is as follows:
a steel pipe pile construction process comprises the following steps:
s1, testing a pile on the ground, wherein the pile is used for verifying stratum parameters;
s2, drilling a grid in advance;
s3, drilling;
s4, cleaning holes;
s5, placing a steel pipe;
s6, pouring concrete;
s8, grouting the pile bottom;
s9, pile foundation detection, erection of the cross beam, connection of the cross beam and the pile, providing force far away from the pile foundation direction for the cross beam through the lifting device, and adjusting the lifting device to apply force to test the bearing capacity of the pile foundation.
Preferably, in step S8, the lifting device is a hydraulic jack.
Preferably, in step S6, grout holes are reserved during pouring, and in step S8, the connection mode of the beam and the pile foundation is as follows: and a steel wire rope penetrates through the grout overflow hole and then is connected with the cross beam.
Preferably, the lifting device sets up between two adjacent pile foundations, and two pile foundations of lifting device both sides are connected with the crossbeam through 2 wire rope respectively.
Preferably, the diameter of the grout overflow hole is 10-15% of the diameter of the pile foundation.
Preferably, the diameter of the steel wire rope is 60-80% of the diameter of the grout hole.
Preferably, after one priming at step S6, road cleaning is performed.
Preferably, step S8 further includes performing low strain detection on the pile foundation.
Preferably, a perfusion block is previously manufactured before step S6.
Compared with the prior art, the method is suitable for the construction of the steel pipe column in a narrow space such as a subway pilot tunnel, realizes the mechanized construction and the construction quality control in the narrow space, and ensures the construction progress and the construction quality of the miniature steel pipe pile in the narrow space; by taking the side piles as constraint ends and adopting the back pressure cross beams and the jacks to detect the bearing capacity, a method for detecting static load test in narrow space is provided, the problem that the static load test cannot be carried out in narrow space is solved, and compared with the traditional test, the quality is more reliable.
According to the construction method, the manual difficulty and risk are reduced in the construction process of the Guangzhou subway eleven-line scenic station, the construction quality is guaranteed, the construction progress is accelerated, the fund is saved by 110 ten thousand yuan, and the construction method is friendly to social environment.
Drawings
Fig. 1 is a schematic diagram of a simple process of the steel pipe pile construction process of the present application.
Fig. 2 is a detailed flow chart in the embodiment of the present application.
Detailed Description
The technical solutions in the embodiments of the present invention will be described clearly and completely with reference to the accompanying drawings in the embodiments of the present invention, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all of the embodiments. All other embodiments, which can be obtained by a person skilled in the art without making any creative effort based on the embodiments in the present invention, belong to the protection scope of the present invention.
The specific embodiment is as follows:
as shown in fig. 1-2, a steel pipe pile construction process specifically includes:
preparing outside the pilot tunnel:
the ground pile test is used for verifying stratum parameters;
and a working step in the pilot tunnel:
step one, hardening and leveling a pilot hole: after the preliminary support of the pilot tunnel is finished, hardening C20 concrete with the thickness of 15cm at the bottom of the pilot tunnel to ensure that the ground is firm and flat, and building a drainage ditch, thereby facilitating the discharge of drilling slag and slurry in the drilling construction process;
step two, positioning and opening the pile by a bench drill: according to construction drawings and on-site lead control points, lofting the position of a steel pipe pile of an edge pile by using a total station, retesting the coordinates and the elevation of the pile position by adopting a point-changing application method, ensuring the accuracy of the coordinates and the elevation of the pile position, and after the lofting is measured, firstly aligning the hole position by using a bench drilling machine, removing a primary support at the bottom of a pilot tunnel and perforating, so that the advanced drilling of grids is realized, and the abrasion of a drill bit is prevented from being serious;
step three, coring the steel pipe pile: coring is carried out by adopting an XY-1A type geological drilling machine, and a pile bottom rock sample is recorded so as to ensure that a pile bottom stratum meets the design requirement;
fourthly, positioning and correcting the drilling machine; preferably a crawler type hydraulic jumbolter, model KS-800, is used.
Step five, drilling: drilling by using a crawler-type drilling machine after coring is finished, wherein the diameter of a drill bit is 330mm, and the specification of a drill rod is phi 89 multiplied by 1500mm;
step six, hole cleaning at one time: after drilling to the designed hole depth, stopping footage, blowing out sediments at the bottom of the hole by adopting high-pressure air circulation, and simultaneously, in order to ensure the maximum hole cleaning, injecting clear water into the hole to ensure that the sediment thickness can meet the design and standard requirements; the slurry is deposited and treated and discharged through a preset ditch, so that the adverse effect of environmental factors is reduced.
Seventhly, measuring the hole depth and checking the hole: after hole cleaning is finished, checking the aperture, the hole verticality, the hole depth and the sediment thickness, and if the sediment thickness at the bottom of the pile after hole cleaning is detected to be not in accordance with the requirement, arranging hole cleaning again until the detected sediment thickness is in accordance with the requirement;
step eight, placing steel pipes: when the drilling hole reaches the design depth and meets the requirements, hoisting the steel pipe by using a winch, fixing the steel pipe at the orifice by using a pipe clamp, exposing the length of the steel pipe by 50cm, hoisting the next section, and connecting the two sections together by using screw threads; when the pipe is lowered, the pipe joints in adjacent holes are staggered front and back, so that the stress of the joints on the same section is avoided; the number of joints in the same section is not more than 50% of the total number of steel pipes, and the joints of the two adjacent holes of steel pipes are staggered by at least 1m.
Step nine, checking and checking the thickness: checking the sediment thickness at the bottom of the hole, and entering the next procedure when the sediment thickness can meet the design and specification requirements; when the sediment thickness can not meet the design and specification requirements, secondary hole cleaning is carried out, and sediment at the bottom of the hole is blown out by adopting high-pressure air circulation until the sediment thickness can meet the design and specification requirements;
step ten, hanging and placing a grouting pipe: in order to ensure that the pile bottom of the steel pipe pile is compact, post-grouting construction needs to be carried out, grouting pipes are hung in the steel pipe pile before concrete is poured, the grouting pipes are arranged along the deep through length of the pile and are provided with 1 grouting pipe, and the grouting pipes need to extend out of the pile top by 20cm, so that later-stage grouting connection is facilitated; the pipe sections are connected by screw threads, and the pipe bottom is sealed by an adhesive tape, so that the grouting pipe is prevented from being blocked when test block concrete is poured; the grouting pipe is a galvanized steel pipe with the diameter of 21.3 multiplied by 2.8 mm.
And eleventh, installing a guide pipe, namely performing trial assembly and preparation on the guide pipe in advance, and then installing the guide pipe on the steel pipe pile.
And step twelve, installing a funnel, namely installing the funnel on the guide pipe to facilitate the concentration of concrete.
Thirteen steps, concrete pouring for the first time: draining accumulated water at the bottom of the hole before concrete pouring, pouring sufficient concrete by using a ground pump, and vibrating when the concrete is poured to the hole opening until fresh concrete returns out from the hole opening; the first pour is a pour of the subsurface portion.
And fourteen steps of welding the steel pipe column connection columns.
Step fifteen, pouring concrete for the second time: and pouring the column base part on the ground during the second pouring. Further, before the perfusion, a perfusion test block is prepared in advance. And after primary perfusion is carried out, dismantling a pump pipe and cleaning a road.
Sixthly, mounting the reserved steel bars at the top of the column.
Seventeen, post grouting at the pile bottom: the grouting operation is preferably carried out 2 days after the pile is formed and is not later than 30 days after the pile is formed; the distance between the grouting operation point and the hole forming operation point is not less than 8-10m; the water cement ratio of the grouting slurry is 0.5-0.6, the cement is ordinary portland cement, the grouting pressure is not lower than 1MPa, the pressure is ensured to crush the adhesive tape, the slurry is extruded out of the pipe, and the grouting flow is not more than 75L/min; stopping grouting when the grouting pressure reaches or exceeds the design requirement; when the grouting pressure is lower than the normal value for a long time or grout is blown out or surrounding pile holes are strung, intermittent grouting is changed, the intermittent time is 30-60 min, or the water-cement ratio of the grout is adjusted to be low.
Eighteen, column base detection: erect the crossbeam in the pilot tunnel, be connected crossbeam and post to provide the power of keeping away from the pile foundation direction for the crossbeam through the lifting device, adjust the lifting device and exert the power size test pile foundation bearing capacity for the crossbeam. And further, carrying out low strain detection on the pile foundation in the pilot tunnel.
Further, the lifting device is a hydraulic jack.
Furthermore, a grout overflow hole is reserved during pouring, and a steel wire rope penetrates through the grout overflow hole and then is connected with the cross beam to realize the connection of the cross beam and the pile foundation.
Further, the lifting device sets up between two adjacent pile foundations, and two pile foundations of lifting device both sides are connected with the crossbeam through 2 wire rope respectively.
Furthermore, the aperture of each single grout overflow hole is 10% -15% of the diameter of the pile foundation, and each pile foundation is provided with 2 grout overflow holes.
Further, the diameter of the steel wire rope is 60% -80% of the diameter of the grout overflow hole.
Furthermore, the aperture of the slurry overflow hole is 5cm, and the diameter of the steel wire rope is 3cm.
By taking the side piles (the edge piles) as the constraint ends and adopting the cross beams and the jacks to carry out bearing capacity detection, the method for detecting the static load test in the narrow space is provided, the problem that the static load test cannot be carried out in the narrow space is solved, and compared with the traditional test, the quality is more reliable.
The method is suitable for the construction of the steel pipe column in a narrow space such as a subway pilot tunnel, realizes the mechanized construction and the construction quality control in the narrow space, and ensures the construction progress and the construction quality of the miniature steel pipe pile in the narrow space; in the construction process of the Guangzhou subway eleven-line scenic station, the manual difficulty and risk are reduced, the construction quality is guaranteed, the construction progress is accelerated, the fund is saved by 110 ten thousand yuan, and the construction method is friendly to social environment.
Finally, it should be noted that the above-mentioned contents are only used for illustrating the technical solutions of the present invention, and not for limiting the protection scope of the present invention, and that the simple modifications or equivalent substitutions of the technical solutions of the present invention by those of ordinary skill in the art can be made without departing from the spirit and scope of the technical solutions of the present invention.
Claims (10)
1. A steel pipe pile construction process is characterized in that: the method comprises the following steps:
s1, testing a pile on the ground; verifying the formation parameters;
s2, drilling a grid in advance;
s3, drilling;
s4, cleaning holes;
s5, placing a steel pipe;
s6, pouring concrete;
s7, grouting the pile bottom;
s8, detecting a pile foundation; erect the crossbeam, be connected crossbeam and pile foundation to provide the power of keeping away from the pile foundation direction for the crossbeam through the lifting device, the adjustment lifting device exerts the power size test pile foundation bearing capacity.
2. The steel pipe pile construction process according to claim 1, characterized in that: in step S8, the lifting device is a hydraulic jack.
3. The steel pipe pile construction process according to claim 1, characterized in that: in the step S6, a grout overflow hole is reserved when a test block is poured, and in the step S8, the connection mode of the cross beam and the pile foundation is as follows: and a steel wire rope penetrates through the grout overflow hole and then is connected with the cross beam.
4. The steel pipe pile construction process according to claim 3, characterized in that: the lifting device sets up between two adjacent pile foundations, and two pile foundations of lifting device both sides are connected with the crossbeam through 2 wire rope respectively.
5. The steel pipe pile construction process according to claim 3, characterized in that: the aperture of the grout overflow hole is 10-15% of the diameter of the pile foundation.
6. The steel pipe pile construction process according to claim 3, characterized in that: the diameter of the steel wire rope is 60-80% of the diameter of the grout overflow hole.
7. The steel pipe pile construction process according to claim 3, characterized in that: the aperture of the slurry overflow hole is 5cm, and the diameter of the steel wire rope is 3cm.
8. The steel pipe pile construction process according to claim 1, characterized in that: after the completion of the first filling in step S6, the road is cleaned.
9. The steel pipe pile construction process according to claim 1, characterized in that: and step S8, low strain detection is carried out on the pile foundation.
10. The steel pipe pile construction process according to claim 1, characterized in that: before step S6, a perfusion test block is prepared in advance.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202211112801.8A CN115434305A (en) | 2022-09-14 | 2022-09-14 | Steel pipe pile construction process |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202211112801.8A CN115434305A (en) | 2022-09-14 | 2022-09-14 | Steel pipe pile construction process |
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| CN115434305A true CN115434305A (en) | 2022-12-06 |
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| CN202211112801.8A Pending CN115434305A (en) | 2022-09-14 | 2022-09-14 | Steel pipe pile construction process |
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Citations (11)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2000129677A (en) * | 1998-10-28 | 2000-05-09 | Komatsu Ltd | Steel-pipe pile |
| CN104612134A (en) * | 2014-12-16 | 2015-05-13 | 中铁建大桥工程局集团第五工程有限公司 | Cast-in place pile post-grouting construction method for pouring construction |
| CN108612136A (en) * | 2018-05-25 | 2018-10-02 | 深圳市岩土工程有限公司 | A kind of the test pile structure and construction method of engineering pile pile extension |
| CN109505317A (en) * | 2018-10-29 | 2019-03-22 | 建研地基基础工程有限责任公司 | A kind of resistance to compression of high stake, resistance to plucking and horizontally loading test equipment |
| US20190249387A1 (en) * | 2016-10-18 | 2019-08-15 | ASAHI KASEl CONSTRUCTION MATERIALS CORPORATION | Steel pipe coupling device for steel pipes |
| CN110468887A (en) * | 2019-07-31 | 2019-11-19 | 青岛理工大学 | A kind of miniature steel pipe stake body soil pressure and displacement monitoring method |
| CN210134410U (en) * | 2019-03-06 | 2020-03-10 | 中交路桥建设有限公司 | Grid type panel of drilling platform |
| CN111550180A (en) * | 2020-05-11 | 2020-08-18 | 中铁十八局集团有限公司 | Construction method and construction equipment for hard rock stratum pile foundation in low-clearance narrow space |
| CN113216840A (en) * | 2021-05-18 | 2021-08-06 | 浙江交工集团股份有限公司 | Impact pore-forming ultra-long bored pile and construction method |
| CN113322942A (en) * | 2021-06-11 | 2021-08-31 | 中铁隧道集团三处有限公司 | Construction method of soft stratum squeezing and expanding support disc cast-in-place pile |
| CN113481973A (en) * | 2021-06-10 | 2021-10-08 | 中铁三局集团广东建设工程有限公司 | Construction method of steel pipe pile of subway station |
-
2022
- 2022-09-14 CN CN202211112801.8A patent/CN115434305A/en active Pending
Patent Citations (11)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2000129677A (en) * | 1998-10-28 | 2000-05-09 | Komatsu Ltd | Steel-pipe pile |
| CN104612134A (en) * | 2014-12-16 | 2015-05-13 | 中铁建大桥工程局集团第五工程有限公司 | Cast-in place pile post-grouting construction method for pouring construction |
| US20190249387A1 (en) * | 2016-10-18 | 2019-08-15 | ASAHI KASEl CONSTRUCTION MATERIALS CORPORATION | Steel pipe coupling device for steel pipes |
| CN108612136A (en) * | 2018-05-25 | 2018-10-02 | 深圳市岩土工程有限公司 | A kind of the test pile structure and construction method of engineering pile pile extension |
| CN109505317A (en) * | 2018-10-29 | 2019-03-22 | 建研地基基础工程有限责任公司 | A kind of resistance to compression of high stake, resistance to plucking and horizontally loading test equipment |
| CN210134410U (en) * | 2019-03-06 | 2020-03-10 | 中交路桥建设有限公司 | Grid type panel of drilling platform |
| CN110468887A (en) * | 2019-07-31 | 2019-11-19 | 青岛理工大学 | A kind of miniature steel pipe stake body soil pressure and displacement monitoring method |
| CN111550180A (en) * | 2020-05-11 | 2020-08-18 | 中铁十八局集团有限公司 | Construction method and construction equipment for hard rock stratum pile foundation in low-clearance narrow space |
| CN113216840A (en) * | 2021-05-18 | 2021-08-06 | 浙江交工集团股份有限公司 | Impact pore-forming ultra-long bored pile and construction method |
| CN113481973A (en) * | 2021-06-10 | 2021-10-08 | 中铁三局集团广东建设工程有限公司 | Construction method of steel pipe pile of subway station |
| CN113322942A (en) * | 2021-06-11 | 2021-08-31 | 中铁隧道集团三处有限公司 | Construction method of soft stratum squeezing and expanding support disc cast-in-place pile |
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