CN112681296A - Full-casing construction method for rotary digging cast-in-place pile - Google Patents
Full-casing construction method for rotary digging cast-in-place pile Download PDFInfo
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- CN112681296A CN112681296A CN202011465785.1A CN202011465785A CN112681296A CN 112681296 A CN112681296 A CN 112681296A CN 202011465785 A CN202011465785 A CN 202011465785A CN 112681296 A CN112681296 A CN 112681296A
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Abstract
The invention relates to a rotary excavating filling pile full casing construction method, firstly, a protective casing driver is additionally arranged on a power head of a rotary excavating drilling machine, a double-wall casing designed by an inner and outer double-layer cylinder wall is inserted into soil by utilizing the torque and the downward pressure of the power head, and double-wall casing joints are fixedly connected by bolts; then the rotary excavating machine continues to drill in a rotary mode, the double-wall casing pipe is repeatedly pressed down until the bottom of the first section of the double-wall casing pipe penetrates through a sand layer, and the rotary excavating machine continues to drill and take soil to a designed depth and then collects holes; and finally, after 3-4 hours after the pouring of the pile foundation concrete is finished, the empty pile backfilling is started, and after the backfilling is finished, the double-wall casing pipes are pulled out in a sectional mode sequentially. The invention reduces the friction force between the pile casing and the soil layer by adopting the double-layer sleeve, thereby reducing the pressing difficulty, and reduces the connection time between the pile casings by adopting mechanical connection instead of welding, thereby greatly saving the time cost and improving the working efficiency.
Description
Technical Field
The invention relates to a construction method of an underground rotary digging cast-in-place pile, in particular to a full-sleeve construction method of a rotary digging cast-in-place pile.
Background
Unstable formations have less adverse effect on rotary excavation drilling construction, and therefore it is necessary to embed casing to maintain the stability of the bore wall. The common protective cylinder is mainly made of 8-10 mm iron sheets in a rolling mode, the length of each section is generally 1m or 2m, the common protective cylinder is mainly used for stabilizing unstable stratums on the upper portion and preventing orifice collapse and hole-edge objects from falling into holes, and the sinking depth of a common engineering site cannot be too deep and ranges from 2m to 6 m. Due to the limitation of materials and structures, the embedding depth is limited, and the limitation is large in application. A more efficient and adaptable construction method is therefore needed to solve this problem.
Disclosure of Invention
The invention aims to provide a rotary excavating cast-in-place pile full casing construction method, and provides a specific and effective full casing construction method aiming at the current situations of low rigidity and limited embedding depth of a common pile casing.
In order to realize the construction purpose, the invention adopts the following technical scheme:
a rotary digging cast-in-place pile full casing construction method, firstly, a protective casing driver is additionally arranged on a power head of a rotary digging drill, a double-wall casing designed by an inner and outer double-layer cylinder wall is inserted into soil by utilizing the torque and the downward pressure of the power head, and double-wall casing joints are connected and fixed by bolts; then the rotary excavating machine continues to drill in a rotary mode, the double-wall casing pipe is repeatedly pressed down until the bottom of the first section of the double-wall casing pipe penetrates through a sand layer, and the rotary excavating machine continues to drill and take soil to a designed depth and then collects holes; and finally, after 3-4 hours after the pouring of the pile foundation concrete is finished, the empty pile backfilling is started, and after the backfilling is finished, the double-wall casing pipes are pulled out in a sectional mode sequentially.
Further, a pile casing driver additionally arranged on the power head of the rotary drilling rig is fixedly connected with the first section of double-wall sleeve through a bolt.
Further, the length of the double-wall casing pipe is divided into single-section 2m, 3m and 4m casing pipe sections.
Further, the rotary drilling rig inserts the first section of the double-wall casing into the soil by utilizing the torque and the downward pressure of the power head, and the first section of the double-wall casing is pressed down to the position that the top of the double-wall casing is 1.0m higher than the ground while soil is taken.
Further, the rotary drilling machine drills in a rotating mode, the bolt is disassembled after the rotary drilling machine presses the top of the double-wall casing pipe to be 1.0m higher than the ground, the casing pipe driver is separated from the casing pipe, and then the double-wall casing pipe is lengthened; when a rock filling layer is difficult to drill and press down, the small-size drill bit is replaced, soil/stones are taken in the middle, the rock filling layer is penetrated, then the downward pressing and burying are continued until the bottom of the first section of the casing pipe penetrates through the sand layer.
Compared with the prior art, the invention has the beneficial effects that:
1. the invention adopts the mechanically connected casing joint, can effectively improve the construction efficiency and accelerate the construction progress.
2. The casing joint adopted by the invention is different from a common casing, the casing joint adopts the design of the inner and outer double-layer cylinder walls, the rigidity of the casing can be effectively improved, the characteristics of internal flatness and external flatness are ensured on the structure, the frictional resistance exerted on the casing by the outer hole wall when the casing is put can be reduced, and meanwhile, the inner layer cylinder wall can play a good role in guiding a drilling tool to prevent the drilling tool from scratching the inner wall of the casing. Therefore, the embedding depth can be increased, the adverse effect of an unstable stratum on rotary drilling construction is reduced, and the method has stronger applicability.
2. The double-wall casing joint adopted by the invention can be recycled after the pile is formed, and has better economical efficiency.
Drawings
FIG. 1 is a schematic flow chart of the construction method of the present invention.
Detailed Description
The invention is further illustrated with reference to the following figures and specific examples. These examples are given solely for the purpose of illustration and are not intended to limit the scope of the invention, which is to be given the full breadth of the present disclosure, and any variations or modifications within the skill of the art after reading the teachings herein, may be made, and such equivalents are intended to fall within the scope of the invention as defined in the claims appended hereto.
The embodiment provides a rotary excavating cast-in-place pile full casing construction method, which specifically comprises the following steps:
firstly, inserting a double-wall sleeve designed by an inner and outer double-layer cylinder wall into soil by using the torque and the downward pressure of a power head by additionally arranging a protective cylinder driver on the power head of the rotary drilling rig, and connecting and fixing sleeve sections by using bolts; then, the rotary excavating machine continues to drill in a rotating mode, the sleeve is repeatedly pressed downwards until the bottom of the first section of the sleeve penetrates through a sand layer (when the rock-filled layer is difficult to drill and press downwards, a small-size drill bit can be replaced, soil/stone is taken out from the middle, the drill bit penetrates through the rock-filled layer and then continues to be pressed downwards and buried), and the rotary excavating machine continues to drill and take soil to the designed depth and then retracts the hole; and finally, after 3-4 hours after the pouring of the pile foundation concrete is finished, the backfilling of the empty pile is started, and the sleeve is pulled out in sections in sequence after the backfilling is finished.
Further, in the construction preparation stage, a pile casing driver is additionally arranged on a power head of the rotary drilling rig, and the pile casing driver and the first section of sleeve are fixedly connected through bolts.
Furthermore, in the construction preparation stage, the casing joints adopt the design of an inner-layer cylinder wall and an outer-layer cylinder wall and can be divided into single-section 2m, single-section 3m and single-section 4m casing joints according to the length, and the casing joints are mechanically connected.
Further, in the first casing pipe drilling and pressing stage, the rotary drilling rig inserts the first casing pipe into the soil by using the torque and the pressing force of the power head, and the rotary drilling rig presses the top of the first casing pipe to be higher than the ground by about 1.0m while taking the soil.
Further, repeating the casing connection drilling down-pressing stage, the rotary drilling machine drills in a rotating manner, and presses down until the top of the casing is 1.0m higher than the ground, then the bolt is dismounted, the casing driver is separated from the casing, and then the casing is lengthened according to the method 1; when the rock filling layer is difficult to drill and press down, the small-size drill bit can be replaced, soil/rock is taken out from the middle, and the rock filling layer is penetrated and then pressed down and buried. Until the bottom of the first section of casing pipe passes through the sand layer.
The method can solve the current situations of low rigidity and limited embedding depth of the common pile casing, effectively reduces the friction force between the pile casing and the soil layer, reduces the pile casing pressing difficulty, and reduces the connection time between the pile casings by adopting mechanical connection instead of welding, thereby greatly saving the time cost, improving the working efficiency, being a quick and convenient construction method and being easy to popularize.
Claims (5)
1. A rotary excavating cast-in-place pile full casing construction method is characterized in that: firstly, a pile casing driver is additionally arranged on a power head of the rotary drilling rig, a double-wall sleeve designed by an inner and outer double-layer cylinder wall is inserted into soil by utilizing the torque and the downward pressure of the power head, and double-wall sleeve joints are fixedly connected by bolts; then the rotary excavating machine continues to drill in a rotary mode, the double-wall casing pipe is repeatedly pressed down until the bottom of the first section of the double-wall casing pipe penetrates through a sand layer, and the rotary excavating machine continues to drill and take soil to a designed depth and then collects holes; and finally, after 3-4 hours after the pouring of the pile foundation concrete is finished, the empty pile backfilling is started, and after the backfilling is finished, the double-wall casing pipes are pulled out in a sectional mode sequentially.
2. The rotary excavating bored concrete pile full casing construction method according to claim 1, characterized in that: and a pile casing driver additionally arranged on the power head of the rotary drilling rig is fixedly connected with the first section of double-wall sleeve through a bolt.
3. The rotary excavating bored concrete pile full casing construction method according to claim 1, characterized in that: the length of the double-wall casing is divided into single-section 2m, 3m and 4m casing sections.
4. The rotary excavating bored concrete pile full casing construction method according to claim 1, characterized in that: the rotary drilling rig inserts the first section of double-wall casing into the soil by utilizing the torque and the downward pressure of the power head, and the first section of double-wall casing is pressed down to the position that the top of the double-wall casing is 1.0m higher than the ground while soil is taken.
5. The rotary excavating bored concrete pile full casing construction method according to claim 4, characterized in that: the rotary drilling machine drills in a rotating mode, the bolt is removed after the top of the double-wall casing pipe is pressed down to be 1.0m higher than the ground, the casing pipe driver is separated from the casing pipe, and then the double-wall casing pipe is lengthened; when a rock filling layer is difficult to drill and press down, the small-size drill bit is replaced, soil/stones are taken in the middle, the rock filling layer is penetrated, then the downward pressing and burying are continued until the bottom of the first section of the casing pipe penetrates through the sand layer.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202011465785.1A CN112681296A (en) | 2020-12-14 | 2020-12-14 | Full-casing construction method for rotary digging cast-in-place pile |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202011465785.1A CN112681296A (en) | 2020-12-14 | 2020-12-14 | Full-casing construction method for rotary digging cast-in-place pile |
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| CN112681296A true CN112681296A (en) | 2021-04-20 |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113445502A (en) * | 2021-08-05 | 2021-09-28 | 中铁七局集团第五工程有限公司 | Installation and construction method of steel casing on ultra-thick soil layer rich in stone and brick miscellaneous filling |
Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110529041A (en) * | 2019-07-22 | 2019-12-03 | 中建三局集团有限公司 | It is a kind of to ask for native formula bilayer full-sleeve and its construction method for raked pile pore-forming |
| CN110629747A (en) * | 2019-09-21 | 2019-12-31 | 中铁二十局集团第六工程有限公司 | Full-casing full-rotation construction process for pile foundation under complex geological conditions |
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2020
- 2020-12-14 CN CN202011465785.1A patent/CN112681296A/en active Pending
Patent Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110529041A (en) * | 2019-07-22 | 2019-12-03 | 中建三局集团有限公司 | It is a kind of to ask for native formula bilayer full-sleeve and its construction method for raked pile pore-forming |
| CN110629747A (en) * | 2019-09-21 | 2019-12-31 | 中铁二十局集团第六工程有限公司 | Full-casing full-rotation construction process for pile foundation under complex geological conditions |
Non-Patent Citations (2)
| Title |
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| 宋志彬: "全套管大深度旋挖灌注桩工法", 《搜狐》 * |
| 洪树生等: "《建筑施工》", 31 December 2016, 知识产权出版社 * |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113445502A (en) * | 2021-08-05 | 2021-09-28 | 中铁七局集团第五工程有限公司 | Installation and construction method of steel casing on ultra-thick soil layer rich in stone and brick miscellaneous filling |
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Application publication date: 20210420 |
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