CN116856408B - Sinking method of steel casing suitable for deepwater bare rock area - Google Patents
Sinking method of steel casing suitable for deepwater bare rock area Download PDFInfo
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- CN116856408B CN116856408B CN202311128397.8A CN202311128397A CN116856408B CN 116856408 B CN116856408 B CN 116856408B CN 202311128397 A CN202311128397 A CN 202311128397A CN 116856408 B CN116856408 B CN 116856408B
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- 229910000831 Steel Inorganic materials 0.000 title claims abstract description 235
- 239000010959 steel Substances 0.000 title claims abstract description 235
- 239000011435 rock Substances 0.000 title claims abstract description 49
- 238000000034 method Methods 0.000 title claims abstract description 45
- 238000005553 drilling Methods 0.000 claims abstract description 77
- 238000010276 construction Methods 0.000 claims abstract description 46
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 18
- 239000004744 fabric Substances 0.000 claims abstract description 8
- 239000004746 geotextile Substances 0.000 claims description 21
- 230000008569 process Effects 0.000 claims description 18
- 239000004677 Nylon Substances 0.000 claims description 11
- 229920001778 nylon Polymers 0.000 claims description 11
- 238000013461 design Methods 0.000 claims description 5
- 230000001012 protector Effects 0.000 claims description 3
- 230000009471 action Effects 0.000 claims description 2
- 239000002002 slurry Substances 0.000 abstract description 12
- 238000004804 winding Methods 0.000 abstract description 11
- 239000004568 cement Substances 0.000 abstract description 5
- 230000006641 stabilisation Effects 0.000 abstract description 4
- 238000011105 stabilization Methods 0.000 abstract description 4
- 238000003754 machining Methods 0.000 abstract description 2
- 230000001681 protective effect Effects 0.000 abstract 1
- 238000009826 distribution Methods 0.000 description 4
- 238000003466 welding Methods 0.000 description 4
- 238000005259 measurement Methods 0.000 description 3
- 230000008901 benefit Effects 0.000 description 2
- 239000011248 coating agent Substances 0.000 description 2
- 238000000576 coating method Methods 0.000 description 2
- 238000005260 corrosion Methods 0.000 description 2
- 230000007547 defect Effects 0.000 description 2
- 238000006073 displacement reaction Methods 0.000 description 2
- 230000000694 effects Effects 0.000 description 2
- 230000001105 regulatory effect Effects 0.000 description 2
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 1
- 230000008859 change Effects 0.000 description 1
- 238000004891 communication Methods 0.000 description 1
- 238000005520 cutting process Methods 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 238000009434 installation Methods 0.000 description 1
- 239000003949 liquefied natural gas Substances 0.000 description 1
- 230000007774 longterm Effects 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000012545 processing Methods 0.000 description 1
- 230000000750 progressive effect Effects 0.000 description 1
- 239000004576 sand Substances 0.000 description 1
- 238000009991 scouring Methods 0.000 description 1
- 239000013535 sea water Substances 0.000 description 1
- 239000004575 stone Substances 0.000 description 1
- 239000002699 waste material Substances 0.000 description 1
Classifications
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- 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
- E02D13/04—Guide devices; Guide frames
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- 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
-
- 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
- E02D5/66—Mould-pipes or other moulds
- E02D5/665—Mould-pipes or other moulds for making piles
-
- 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
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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 application relates to the technical field of cast-in-place pile construction, in particular to a sinking method of a steel casing suitable for a deep water bare rock area, which comprises the following steps: s1, rotary drilling and guiding holes; s2, determining the length of the steel casing; s3, positioning and installing a guide frame; s4, lowering and preparing the steel casing; s5, lowering the steel protective cylinder; s6, fixing the steel pile casing; the problem that the steel casing is difficult to sink by vibration of a vibrating hammer in a bare rock area is solved by adopting a rotary drilling and guiding mode, and the machining length of the steel casing is accurately controlled; the condition that the steel casing is too short and needs to be connected high for the second time or cut in the field too long is avoided; the problem of pile stabilization of the steel pile casing is solved by adopting a mode that the rotary drilling rig is used for guiding holes at the bottom of the steel pile casing and limiting and fixing the top of the steel pile casing; the drilling and guiding holes are formed in the rotary digging mode and the cement geotechnical cloth winding mode is carried out on the bottom of the steel pile casing, the situation that the steel pile casing falls on inclined rock or slurry leaks from a shallow coverage layer can be avoided, the pore-forming construction quality of the follow-up filling pile is guaranteed, and the construction efficiency of the filling pile is improved.
Description
Technical Field
The application relates to the technical field of cast-in-place pile construction, in particular to a sinking method of a steel casing suitable for a deep water bare rock area.
Background
In bridge construction, the steel pile casing at the dredging side slope position is constructed, and is directly contacted with a rock surface without a covering layer or with a shallower covering layer due to the influence of dredging, reef clearing and the like, so that the control difficulty of the vibration sinking plane position and the verticality of the steel pile casing is high, and the conditions that the steel pile casing cannot vibrate and sink due to deflection of the steel pile casing, leakage slurry cannot normally impact hole forming and the like in the pile sinking process of the steel pile casing are easy to occur, and pile foundation construction is difficult.
The existing construction technology is to lower the guide frame, and the bottom is covered by backfilling broken stone or filling sand bags so as to ensure the stability of the bottom of the steel casing and no slurry leakage in the pore-forming process. However, the deflection and the verticality of the steel pile casing cannot be guaranteed by the construction method, the slurry stopping effect is poor, and the plane position precision and the verticality of the steel pile casing are easy to change under the scouring of long-term sea waves; the construction quality and the construction efficiency of the later-stage bored pile pore-forming are seriously affected.
The steel pile casing on-site construction difficulty is high, and development of a sinking method suitable for the steel pile casing in a deep water bare rock area is needed, so that the perpendicularity and deviation of a sinking pile body of the steel pile casing can be ensured, and the quality of a pile foundation can be ensured.
Disclosure of Invention
Aiming at the defects in the prior art, the application provides the sinking method of the steel casing suitable for the deep water bare rock area, which has high construction efficiency and high control precision and prevents slurry leakage at the bottom of the steel casing.
A sinking method of a steel casing suitable for a deep water bare rock area comprises the following steps:
s1, rotary drilling and guiding holes:
after the rotary drilling rig is positioned on the offshore drilling platform, determining the position of the center of the pile, starting to guide holes after the rotary drilling bit is aligned, and checking the verticality and the center position of a drill rod of the rotary drilling rig at any time;
s2, determining the length of the steel casing:
determining the initial elevation h of a rock face y Determining the length of the steel casing according to the following formula：
Wherein: h is a z For the elevation of the drilling platform, h y For the initial elevation of the rock surface, h k Is the depth of the leading hole;
k is a constant and is the height of the steel casing leakage drilling platform;
s3, positioning and installing a guide frame:
after the rotary drilling and guiding holes are formed, a direction line intersection method is adopted according to the condition that the design hole positions are regularly arranged, a square grid is arranged to determine the position of the guide frame, and the periphery of the bottom of the guide frame is welded and fixed with the offshore drilling platform;
s4, preparing a steel casing in a descending mode:
the geotextile is wound on the outer side surface of the bottom of the steel pile casing, and after the geotextile is wound, a limit stop is welded on the outer side surface of the steel pile casing above the geotextile, and the limit stop can prevent the geotextile from being rolled up out of the drainage hole under the action of the friction force in the drainage hole in the downward placing process of the steel pile casing;
s5, lowering the steel casing:
hoisting the steel pile casing wound with geotechnical cloth in the step S4 into the guide frame by adopting a crawler crane and lowering the steel pile casing, checking the deviation and the verticality of the steel pile casing by utilizing a total station in the lowering process, and slowly lowering the steel pile casing to a design position after accurately adjusting the deviation and the verticality of the steel pile casing by utilizing an adjusting device arranged on the guide frame;
s6, fixing the steel casing:
after the steel pile casing is lowered in place, the adjusting device on the guide frame is removed, a quadrangular limit frame is welded on the offshore drilling platform and around the steel pile casing by using I-steel, the limit frame fixes the steel pile casing on the offshore drilling platform and limits the steel pile casing, then the guide frame is removed, and the position of the steel pile casing is unchanged during construction of a follow-up cast-in-place pile.
The sinking method of the steel pile casing is suitable for deep water bare rock areas with complex geological conditions, and can effectively solve the problems that the steel pile casing falls on inclined rock or slurry leaks in a shallow coverage layer by combining a rotary drilling hole with the mode of winding geotechnical cloth at the bottom of the steel pile casing, so that the pore-forming construction quality of a follow-up cast-in-place pile is guaranteed, and the construction efficiency of the cast-in-place pile is also improved.
In some embodiments of the present application, in step S4, the range of winding geotextile is the range from the bottom of the steel pile casing to 0.5-1.0m above the steel pile casing, and the gap between the bottom of the steel pile casing and the guiding hole is plugged, so as to ensure the construction quality of the later-stage cast-in-place pile and improve the efficiency of pile foundation pore-forming.
In some embodiments of the present application, in step S1, the inner diameter of the hole is larger than the outer diameter of the steel casing, and the gap between the hole and the steel casing is not larger than 2.5cm, so as to ensure that the later gap can be plugged by winding geotextile.
In some embodiments of the application, the guide frame comprises
The first frame is of a quadrilateral structure;
the second frame is arranged below the first frame, and the first frame is connected with the second frame through an upright post;
the upright posts are arranged at the top angles of the first frame and the second frame;
in step S3, the side edge of the second frame is welded and fixed on the offshore drilling platform.
In some embodiments of the application, the adjusting means are evenly distributed on the sides of the first and second frames, the adjusting means comprising:
and (3) a jack: the fixed end of the horizontal device is arranged on the first frame or the second frame.
Nylon wheel: the nylon wheels are contacted with the outer side face of the steel pile casing and used for adjusting the deflection and verticality of the steel pile casing, guaranteeing pile sinking quality and protecting the anti-corrosion coating of the outer side face of the steel pile casing.
In some embodiments of the present application, in step S5, after the steel pile casing enters 20-30 cm of the hole opening of the guiding hole, the deviation and verticality of the steel pile casing are checked by using a total station, and the steel pile plane position and verticality are limited by the cooperation adjustment of the first frame jack and the second frame upper jack, and the steel pile casing is held tightly by the nylon wheel;
and then rechecking the deviation and verticality deviation of the steel casing by using the total station, and slowly putting down the crane hook steel casing to the designed position after rechecking.
In some embodiments of the application, in step S2, the starting elevation h of the rock face y The method is determined by the length feeding condition of the rotary drilling bit in the drilling process, and when the length feeding speed is not more than 10cm/h, the rock face is judgedThe starting position, the hole depth is measured by measuring the rope, and the rock surface starting elevation = the steel casing top elevation-the depth measured by measuring the rope.
In some embodiments of the present application, in step S1, determining a pile center position by a total station, taking a pile center as a center point of a cross line, quantitatively determining 4 pile protection points on the cross line at equal intervals, and welding steel bars on a platform as accurate positions of pile protection; and after the drilling machine is in place, determining the position of the pile center in a mode that four pile protectors on the drilling platform are crossed by a cross stay wire.
Based on the technical scheme, the sinking method of the steel casing solves the problem that the steel casing is difficult to sink by vibration of a vibrating hammer in a bare rock area by adopting a rotary drilling and drilling mode, and can accurately control the processing length of the steel casing; the steel casing is successfully positioned once, so that the problem that the steel casing is too short and needs to be connected high for the second time or the steel casing is too long and needs to be cut on site is avoided;
the rotary drilling is utilized to drill the hole at the bottom of the steel pile casing, and the I-steel limiting and fixing mode is adopted at the top of the steel pile casing, so that the problem of pile stabilization of the steel pile casing is effectively solved;
the steel pile casing sinking verticality and deflection can be well regulated and controlled by utilizing the guide frame in the steel pile casing sinking construction;
the drilling and guiding holes are formed in the rotary digging mode and the cement geotechnical cloth winding mode is carried out on the bottom of the steel pile casing, the situation that the steel pile casing falls on inclined rock or slurry leaks from a shallow coverage layer can be effectively solved, the pore-forming construction quality of the follow-up cast-in-place pile is guaranteed, and the construction efficiency of the cast-in-place pile is improved.
Drawings
The accompanying drawings, which are included to provide a further understanding of the application and are incorporated in and constitute a part of this specification, illustrate embodiments of the application and together with the description serve to explain the application and do not constitute a limitation on the application. In the drawings:
FIG. 1 is a flow chart of a sinking process of a steel casing according to one embodiment of the application;
FIG. 2 is a schematic representation of a sinking construction of a steel casing according to one embodiment of the application;
FIG. 3 is a top view of the positional relationship of a steel casing and a guide frame according to one embodiment of the present application;
fig. 4 is a top view of the positional relationship between a steel casing and a stop frame according to an embodiment of the present application.
In the drawing the view of the figure,
10. a rotary drilling rig; 11. a drill bit; 20. an offshore drilling platform; 30. a steel pile casing; 31. a limit stop; 40. a guide frame; 41. a first frame; 42. a second frame; 43. a column; 44. an adjusting device; 441. a mechanical jack; 442. nylon wheels; 50. a hole is led; 60. and a limit frame.
Detailed Description
The technical solutions in the embodiments will be clearly and completely described below with reference to the drawings in the embodiments of the present application. It will be apparent that the described embodiments are only some, but not all, embodiments of the application. All other embodiments, which can be made by those skilled in the art based on the embodiments of the application without making any inventive effort, are intended to be within the scope of the application.
In the description of the present application, it should be understood that the terms "center", "lateral", "longitudinal", "upper", "lower", "front", "rear", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", "outer", etc. indicate orientations or positional relationships based on the drawings, are merely for convenience in describing the present application and simplifying the description, and do not indicate or imply that the devices or elements referred to must have a specific orientation, be configured and operated in a specific orientation, and thus should not be construed as limiting the present application.
The terms "first," "second," and "third" are used for descriptive purposes only and are not to be construed as indicating or implying relative importance or implicitly indicating the number of technical features indicated. Thus, a feature defining "a first", "a second", or a third "may explicitly or implicitly include one or more such feature.
In the description of the present application, it should be noted that, unless explicitly specified and limited otherwise, the terms "mounted," "connected," and "connected" are to be construed broadly, and may be either fixedly connected, detachably connected, or integrally connected, for example; can be directly connected or indirectly connected through an intermediate medium, and can be communication between two elements. The specific meaning of the above terms in the present application will be understood in specific cases by those of ordinary skill in the art.
According to the sinking method of the steel pile casing suitable for the deep water bare rock area, the pile foundation of the working platform at the front edge of the wharf engineering matched with a project of a liquefied natural gas receiving station is positioned at a dredging slope and is influenced by dredging, reef clearing and the like, construction conditions are limited, if the steel pile casing is directly contacted with a rock face and is free of a covering layer or shallower in the covering layer, the control difficulty of the vibration and sinking plane position and the verticality of the steel pile casing is larger, the situation that the steel pile casing cannot vibrate and sink due to deflection of the steel pile casing in the pile sinking process of the steel pile casing is easy to occur, leakage slurry cannot normally impact hole forming and the like is caused, and pile foundation construction is difficult.
In order to solve the above problems, the present embodiment provides a sinking method of a steel casing suitable for a deep water bare rock area, including the following steps:
s1, rotary drilling and guiding holes:
after the pile position center point is confirmed through measurement lofting, 4 protection piles are arranged according to construction requirements because the center point is damaged during hole guiding, and the accuracy of the steel protection cylinder is checked by the protection piles. The pile center position is determined through the total station, the pile center is taken as the center point of a cross line, 4 pile protection point positions are quantitatively determined on the cross line at equal intervals, and in the embodiment, steel bars with the diameter of 10cm and the length of 20cm are welded on the offshore drilling platform 20 to serve as the accurate positions of the pile protection.
After the rotary drilling rig 10 is positioned on the offshore drilling platform 20, determining the center position of the pile through a total station, taking the center of the pile as the center point of a cross line, quantitatively determining 4 pile protection point positions on the cross line at equal intervals, and welding diameter reinforcing steel bars on the platform as the accurate positions of the pile protection; after the rotary drilling rig 10 is in place, determining the position of the pile center in a mode that four pile protectors on a drilling platform are crossed by a cross stay wire, and starting to guide holes after the bit 11 is aligned; as shown in the left part of fig. 1, a pilot hole construction is being performed for the drill bit 11 of the rotary drilling machine 10;
in the hole guiding process, checking the verticality and the center position of a drill rod of the rotary drilling rig 10 at any time through a total station, and checking the center position of the pile again in a mode that four middle points of the line of the offshore drilling platform 20 are crossed by a cross stay wire again so as to ensure that the verticality and the pile deflection requirements of the steel casing can be met by the later hole forming quality;
s2, determining the length of the steel casing:
in step S1, the drill bit 11 determines the initial position of the rock face according to the footage condition during drilling, in this embodiment, when the footage speed is less than or equal to 10cm/h, the drill bit is determined to be the initial position of the rock face, the hole depth is measured by the measuring rope, and the initial elevation h of the rock face y =steel casing top elevation-depth of rope measurement; in actual construction, the initial position of the rock face can be determined by referring to geological conditions at the construction position in the geological survey data and combining the footage speed of the drill bit 11;
determining the length of the steel casing according to the following formula：
Wherein: h is a z The elevation of the drilling platform is obtained through GPS measurement;
h y is the elevation of the rock surface;
h k the depth of the hole is measured by measuring the rope after the hole is formed;
k is a constant and is the height of the steel casing leaking out of the drilling platform, and K is 0.2m in the embodiment;
the length of the steel pile casing 30 is determined, so that on one hand, the on-site cutting and welding of the steel pile casing 30 are reduced, on the other hand, the overlong phenomenon of the steel pile casing 30 after the lowering is finished can be avoided, and the project cost is saved;
the steel pile casing 30 stores the mud in the holes, so that the mud circulation of the cast-in-place pile in the construction process can be ensured; the seawater is prevented from flowing into the holes, and the pile top concrete in the later stage can meet the pile top elevation;
s3, positioning and installing a guide frame:
after the rotary drilling and guiding holes are formed, a direction line intersection method is adopted to lay a square grid to determine the position of the guide frame according to the condition that the design hole positions are regularly arranged, in the embodiment, 15cm steel plates are used for welding the periphery of the guide frame 40 and the offshore drilling platform 20 into a whole to ensure the stability of the guide frame, so that the guide frame displacement caused by the influence of damp sea waves and the like of the steel casing 30 in the lowering process is prevented;
s4, preparing a steel casing in a descending mode:
geotextile (not shown) is wound on the outer side surface of the bottom of the steel casing 30, the geotextile is cement in this embodiment, and other geotextiles meeting the requirements can be adopted in other embodiments; geotextile plays a role in filling gaps between the outer side of the bottom of the steel pile casing and the hole site of the pilot hole, so that the steel pile casing 30 is prevented from slurry leakage; the steel pile casing 30 can be lifted and then the geotextile is wound, after the winding is completed, the limit stop 31 is welded on the outer side surface of the steel pile casing 30 above the cement geotextile, and the limit stop 31 can prevent the geotextile from being rolled up to a drainage hole position due to the upward friction force of the inner wall of the drainage hole in the descending process of the steel pile casing 30, so that slurry leakage of the steel pile casing 30 is avoided; in the embodiment, the limit stop adopts the steel bar head with the diameter of 1cm, so that waste materials can be used, and the cost is reduced;
s5, lowering the steel casing:
the steel pile casing 30 after the geotextile is wound in the step S4 is suspended in the guide frame 40 by adopting a 100 ton crawler crane and lowered by self weight in the embodiment; after the steel pile casing 30 enters the hole opening 20-30 cm of the guide hole 50, checking the deviation and the verticality of the steel pile casing 30 by using a total station, and accurately adjusting the deviation and the verticality of the steel pile casing 30 by using an adjusting device 44 arranged on the guide frame 40; then rechecking the deviation and verticality deviation of the steel pile casing by using the total station, and slowly putting down the crane hook steel pile casing 30 to the designed position after rechecking;
s6, fixing the steel casing:
after the steel pile casing 30 is lowered in place, the adjusting device 44 on the guide frame 40 is removed, a square limiting frame 60 is welded on the offshore drilling platform 20 and around the steel pile casing 30 by using 10# I-steel, the limiting frame 60 fixes the steel pile casing 30 on the offshore drilling platform 20 and limits the steel pile casing 30, then the guide frame 40 is removed, and the position of the steel pile casing 30 is ensured to be unchanged during subsequent cast-in-place pile construction.
The sinking method of the steel pile casing 30 is suitable for deep water bare rock areas with complex geological conditions, and can effectively solve the problems that the steel pile casing 30 falls on inclined rock or slurry leaks from a shallow covering layer by combining a rotary drilling hole with the mode of winding geotechnical cloth at the bottom of the steel pile casing 30, so that the pore-forming construction quality of a follow-up cast-in-place pile is ensured, and the construction efficiency of the cast-in-place pile is also improved.
In step S4, the range of winding geotextile is from the bottom of the steel pile casing to the upper side of the steel pile casing by 0.5-1.0m, in this embodiment, the winding range of geotextile is from the bottom of the steel pile casing 30 to the upper side by 1.0m, so that the gap between the bottom of the steel pile casing 30 and the guiding hole can be plugged, the construction quality of the later-stage cast-in-place pile is ensured, the efficiency of pile foundation pore-forming is improved, and meanwhile, the construction cost is lower.
In this embodiment, in step S1, the inner diameter of the hole is larger than the outer diameter of the steel casing 30, and the gap between the hole and the steel casing 30 is not larger than 2.5cm, so as to ensure that the later gap can be plugged by winding geotechnical cloth, in this embodiment, when the outer diameter of the steel casing is 1.45m, a drill bit with a diameter of 1.5m is selected for hole guiding construction, and when the outer diameter of the steel casing is 1.65m, a drill bit with a diameter of 1.7m is selected for hole guiding construction.
As shown in fig. 1, the guide frame 40 in the present embodiment includes
The first frame 41 has a quadrangular structure;
the second frame 42 is arranged below the first frame 41, and the first frame 41 and the second frame 42 are connected through the upright post 43;
the four upright posts 43 of the present embodiment are respectively disposed at four top corners of the first frame 41 and the second frame 42, and provide stable support for the first frame 41 and the second frame 42; the first frame 41 and the second frame 42 are assembled by I25a I-steel, and a personnel channel (not shown in the figure) is arranged on the guide frame and is usually made of a 1cm pattern steel plate.
Meanwhile, in the upper step S3, the guide frame 40 is fixed on the offshore drilling platform 20, and four sides of the second frame 42 are welded with the offshore drilling platform into a whole through 15 x 15cm steel plates respectively so as to ensure stability of the guide device, so that the guide frame displacement caused by influence of damp water, sea waves and the like in the lowering process of the steel casing is prevented.
The adjusting devices 44 are uniformly distributed on the side edges of the first frame 41 and the second frame 42, and the adjusting devices 44 are coplanar with the first frame 41 and the second frame 42 and mutually perpendicular; in this embodiment, the first frame 41 has four adjusting devices 44, which are respectively disposed at the middle positions of each side, and the second frame 42 also has four adjusting devices 44, which are disposed at the middle positions of each side and are vertically corresponding to the adjusting devices 44 on the first frame 41; the adjusting device 44 can better control the verticality and the deviation of the steel casing 30 in the process of lowering the steel casing, and the structure comprises:
mechanical jack 441: is horizontally disposed, and the middle position of the fixed end thereof is fixed to the side of the first frame 41 or the second frame 42.
Nylon wheel 442: the nylon wheels 442 are contacted with the outer side surface of the steel pile casing 30 at the telescopic end of the mechanical jack 441, and the nylon wheels rotate during the sinking process of the steel pile casing, thereby ensuring the pile sinking quality and protecting the anti-corrosion coating of the outer side surface of the steel pile casing.
In the step S5, after the steel pile casing 30 enters the hole opening of the guide hole for 20-30 cm, checking the deviation and verticality of the steel pile casing 30 by using a total station on a steel trestle platform, and then adjusting by telescopic fit of a mechanical jack 441 on the first frame 41 and a mechanical jack 441 on the second frame 42, and simultaneously tightly holding the steel pile casing by a nylon wheel 442 to limit the plane position and verticality of the steel pipe pile; and then rechecking the deviation and verticality deviation of the steel pile casing 30 by using the total station, and slowly putting down the crane hook steel pile casing 30 to the designed position after rechecking.
The width of the steel trestle working platform is determined according to steel pile casing hoisting equipment, a bored concrete pile pore-forming process and a pouring mode. The steel trestle work platform structure form top-down structure of this embodiment is: 1cm thick patterned steel panels, wherein I12.6I-steel is adopted as a longitudinal distribution beam, and the distance is 30cm; the transverse distribution beam adopts I-steel of a worker 25a, and the interval is 75cm; the main longitudinal beam adopts 321 type bailey pieces, the main cross beam adopts double-spliced I45b I-shaped steel, the lower structure adopts phi 630 x 10mm steel pipe bent, the parallel connection adopts double-spliced C25a, and the inclined strut adopts C20a to arrange a trestle and a drilling construction platform.
The offshore drilling platform provides a construction platform for the installation of the later-stage rotary drilling guide hole and the steel casing, and the structure of the offshore drilling platform is that: 1cm thick patterned steel panels, wherein I12.6I-steel is adopted as a longitudinal distribution beam, and the distance is 30cm; the transverse distribution beam adopts I-steel of a worker 22b, and the distance between working platforms is 75cm; the main longitudinal beam adopts 321 type bailey pieces, the main cross beam adopts double-spliced I45b I-shaped steel, the lower structure adopts phi 630 x 10mm steel pipe bent, the parallel connection adopts double-spliced C25a, and the diagonal bracing adopts C20a;
based on the technical scheme, the sinking method of the steel pile casing is suitable for the complex geological condition of the deepwater bare rock area, and the problem of pile stabilization of the steel pile casing is effectively solved by adopting a mode of limiting and fixing 10# I-steel above the steel pile casing by utilizing a rotary drilling drill to drill a hole at the bottom of the steel pile casing; if the steel pile casing 30 is adopted to shake and sink, the bottom is easy to curl and cannot shake and sink;
the problem that the steel casing is difficult to sink by using a vibrating hammer in a bare rock area is solved by adopting a rotary drilling and guiding mode, and the machining length of the steel casing can be accurately controlled; the steel casing is successfully positioned once, so that the problems that the steel casing is too short in site and needs to be connected with Gao Zhenchen for a second time and the steel casing is too long in site to be cut are avoided; the rotary drilling and guiding efficiency is faster than that of impact drilling and guiding, the rock drilling efficiency of the rotary drilling and guiding is 30cm/h, the rock drilling efficiency of the impact drilling and guiding is 10cm/h, and the mobility of the rotary drilling machine is higher, so that the equipment advantage can be reflected in pile group construction;
the rotary drilling is utilized to drill the hole at the bottom of the steel pile casing, and the I-steel limiting and fixing mode is adopted at the top of the steel pile casing, so that the problem of pile stabilization of the steel pile casing is effectively solved;
the steel pile casing sinking verticality and deflection can be well regulated and controlled by utilizing the guide frame in the steel pile casing sinking construction;
the drilling and guiding holes are formed in the rotary digging mode and the cement geotechnical cloth winding mode is carried out on the bottom of the steel pile casing, the problem that the steel pile casing falls on inclined rock or slurry leaks from a shallow coverage layer can be effectively solved, the pore-forming construction quality of the follow-up cast-in-place pile is guaranteed, and the construction efficiency of the cast-in-place pile is improved.
The technical scheme has the advantages that actual construction operation is carried out at present, the field application effect is good, the hidden danger and the defect of the traditional steel casing construction in the deep water bare rock area are solved, the construction efficiency is effectively improved, the construction difficulty is reduced, the safety risk is reduced, the construction cost is saved, and the method has a large popularization and application value.
Finally, it should be noted that: in the present specification, each embodiment is described in a progressive manner, and each embodiment is mainly described in a different point from other embodiments, and identical and similar parts between the embodiments are all enough to refer to each other.
The above embodiments are only for illustrating the technical solution of the present application and not for limiting the same; while the application has been described in detail with reference to the preferred embodiments, those skilled in the art will appreciate that: modifications may be made to the specific embodiments of the present application or equivalents may be substituted for part of the technical features thereof; without departing from the spirit of the application, it is intended to cover the scope of the application as claimed.
Claims (8)
1. The sinking method of the steel casing suitable for the deep water bare rock area is characterized by comprising the following steps of: the method comprises the following steps:
s1, rotary drilling and guiding holes:
after the rotary drilling rig is positioned on the offshore drilling platform, determining the position of the center of the pile, starting to guide holes after the rotary drilling bit is aligned, and checking the verticality and the center position of a drill rod of the rotary drilling rig at any time;
s2, determining the length of the steel casing:
determining the initial elevation h of a rock face y Determining the steel casing according to the following formulaLength of (2)：
Wherein: h is a z For the elevation of the drilling platform, h y For the initial elevation of the rock surface, h k Is the depth of the leading hole;
k is a constant and is the height of the steel casing leakage drilling platform;
s3, positioning and installing a guide frame:
after the rotary drilling and guiding holes are formed, a direction line intersection method is adopted according to the condition that the design hole positions are regularly arranged, a square grid is arranged to determine the position of the guide frame, and the periphery of the bottom of the guide frame is welded and fixed with the offshore drilling platform;
s4, preparing a steel casing in a descending mode:
the geotextile is wound on the outer side surface of the bottom of the steel pile casing, and after the geotextile is wound, a limit stop is welded on the outer side surface of the steel pile casing above the geotextile, and the limit stop can prevent the geotextile from being rolled up out of the drainage hole under the action of the friction force in the drainage hole in the downward placing process of the steel pile casing;
s5, lowering the steel casing:
hoisting the steel pile casing wound with geotechnical cloth in the step S4 into the guide frame by adopting a crawler crane and lowering the steel pile casing, checking the deviation and the verticality of the steel pile casing by utilizing a total station in the lowering process, and slowly lowering the steel pile casing to a design position after accurately adjusting the deviation and the verticality of the steel pile casing by utilizing an adjusting device arranged on the guide frame;
s6, fixing the steel casing:
after the steel pile casing is lowered in place, the adjusting device on the guide frame is removed, a quadrangular limit frame is welded on the offshore drilling platform and around the steel pile casing by using I-steel, the limit frame fixes the steel pile casing on the offshore drilling platform and limits the steel pile casing, then the guide frame is removed, and the position of the steel pile casing is unchanged during construction of a follow-up cast-in-place pile.
2. The method for sinking the steel casing suitable for the deep water bare rock area according to claim 1, wherein in the step S4, the geotextile is wound in a range from the bottom of the steel casing to 0.5-1.0m above the bottom of the steel casing, and a gap between the bottom of the steel casing and the guiding hole is plugged.
3. The method of setting a steel casing suitable for use in a deep water bare rock area according to claim 1, wherein in step S1, the inside diameter of the pilot hole is greater than the outside diameter of the steel casing, and the gap between the pilot hole and the steel casing is no greater than 2.5cm.
4. The method of setting a steel casing suitable for use in a deep water bare rock area of claim 1, wherein the guide frame comprises:
the first frame is of a quadrilateral structure;
the second frame is arranged below the first frame, and the first frame is connected with the second frame through an upright post;
the upright posts are arranged at the top angles of the first frame and the second frame;
in step S3, the side edge of the second frame is welded and fixed on the offshore drilling platform.
5. The method of setting a steel casing suitable for use in a deep water bare rock area according to claim 4, wherein the adjustment means are evenly distributed on the sides of the first and second frames, the adjustment means comprising:
and (3) a jack: the fixed end of the horizontal arrangement is arranged on the first frame or the second frame;
nylon wheel: the nylon wheels are contacted with the outer side surface of the steel pile casing and used for adjusting the deflection and verticality of the steel pile casing.
6. The method for sinking the steel casing suitable for the deepwater bare rock area according to claim 5, wherein in the step S5, after the steel casing enters 20-30 cm of a hole opening of a guide hole, the deviation and the perpendicularity of the steel casing are checked by using a total station, and the steel casing is held tightly by a nylon wheel through the matching adjustment of the first frame jack and the second frame jack, so that the plane position and the perpendicularity of the steel pipe pile are limited;
and then rechecking the deviation and verticality deviation of the steel casing by using the total station, and slowly putting down the crane hook steel casing to the designed position after rechecking.
7. The method for setting a steel casing suitable for use in a deep water bare rock area according to claim 1, wherein in step S2, the initial elevation h of the rock face y And determining through the scale entering condition of the rotary drilling bit in the drilling process, judging as the initial position of the rock surface when the scale entering speed is not more than 10cm/h, measuring the hole depth of the rock surface through a measuring rope, and measuring the initial elevation of the rock surface = the elevation of the top of the steel casing-the depth measured by the measuring rope.
8. The method for sinking a steel pile casing suitable for a deep water bare rock area according to claim 1, wherein in step S1, the pile center position is determined by a total station, the pile center is taken as the center point of a cross line, 4 pile protection point positions are quantitatively determined on the cross line at equal intervals, and steel bars are welded on a platform to serve as accurate positions of pile protection; and after the drilling machine is in place, determining the position of the pile center in a mode that four pile protectors on the drilling platform are crossed by a cross stay wire.
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