CN110029673B - Anchor cable bored pile structure suitable for deep foundation pit support and support method thereof - Google Patents
Anchor cable bored pile structure suitable for deep foundation pit support and support method thereof Download PDFInfo
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- CN110029673B CN110029673B CN201910302099.3A CN201910302099A CN110029673B CN 110029673 B CN110029673 B CN 110029673B CN 201910302099 A CN201910302099 A CN 201910302099A CN 110029673 B CN110029673 B CN 110029673B
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/02—Foundation pits
- E02D17/04—Bordering surfacing or stiffening the sides of foundation pits
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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
- E02D5/46—Concrete or concrete-like piles cast in position ; Apparatus for making same making in situ by forcing bonding agents into gravel fillings or the soil
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- General Engineering & Computer Science (AREA)
- Piles And Underground Anchors (AREA)
Abstract
The invention relates to an anchor rope bored pile structure suitable for deep foundation pit enclosure and an enclosure method thereof, belonging to the technical field of foundation pit enclosure, comprising a soil body, wherein a concrete protection ditch is arranged on the periphery of the soil body, a plurality of outer pipe wells are arranged on the inner side of the concrete protection ditch, a longitudinal reinforced concrete wall body is arranged in the soil body, an inner pipe well is arranged between the longitudinal reinforced concrete wall body and the outer pipe well, a plurality of triaxial stirring piles are arranged between the inner pipe well and the longitudinal reinforced concrete wall body, a reinforced concrete supporting frame is arranged in the longitudinal reinforced concrete wall body, a concrete layer is arranged between the reinforced concrete supporting frame and the longitudinal reinforced concrete wall body, a plurality of anchor rope tensioning mechanisms are arranged between the longitudinal reinforced concrete wall body and the outer pipe well, a brickwork drainage ditch is arranged between the inner pipe well and the outer pipe well, and a cement slope is arranged between the brickwork drainage ditch and the longitudinal reinforced concrete wall body. Has the advantages of firm structure, stable connection, material saving, strong safety and stability and long service life.
Description
Technical Field
The invention relates to the technical field of foundation pit support, in particular to an anchor rope bored pile structure suitable for deep foundation pit support and a support method thereof.
Background
The foundation pit enclosure is a method for developing and utilizing underground space and constructing various underground buildings such as multi-layer basements, underground railways, underground commercial streets and the like. There are gravity type stirring pile retaining walls, underground continuous walls, pile row type retaining walls and the like. In dense urban centers of buildings, excavation of deep foundation pits is an important subject of geotechnical engineering. The foundation pit enclosure system is an organism with the mutual interaction of soil and supporting structures, and has higher requirements on the safety of the supporting structures due to the restriction of surrounding buildings, underground pipelines and other factors. The stability of the foundation pit and the safety and convenience of the operation in the pit can be ensured, and the displacement of soil bodies at the pit bottom and outside the pit is controlled within a certain range, so that the normal use of adjacent buildings and municipal facilities is ensured.
The foundation pit construction difficulty is high due to the abundant groundwater, and various underground buildings and structures are extremely sensitive to disturbance. Meanwhile, the foundation pit has irregular shape, and the traditional enclosure construction method can not meet the requirements. And the urban construction activities have no neglect on the influence on traffic, environment and other civil problems, and the shorter the construction period is, the better the construction period is. However, in large-scale construction projects, the foundation pit enclosure has poor effect, has the phenomena of pavement subsidence and water and soil loss subsidence, seriously affects the life quality of surrounding residents, and has the potential safety hazard of pavement subsidence.
Disclosure of Invention
The invention mainly solves the defects of large soil displacement sinking value, pavement sinking and ponding landslide in the prior art, and provides an anchor cable bored pile structure and an enclosing method thereof suitable for deep foundation pit enclosure. The enclosing method solves the problems of pavement subsidence and water and soil loss subsidence. The safety and stability of surrounding roads are improved, and the influence of ground subsidence on the life quality of surrounding residents is avoided.
The technical problems of the invention are mainly solved by the following technical proposal:
the utility model provides an anchor rope bored pile structure suitable for deep basal pit enclosure, includes the soil body, the soil body periphery be equipped with the concrete protection ditch that is the integration with the soil body, including the concrete protection ditch medial border be equipped with a plurality of with the soil body mutually nested and be the outer tube well that returns the shape structure distribution, the soil body inside be equipped with be the shape structure distribution and with the soil body mutually laminating and inlay the vertical muscle concrete wall body of inserting, vertical muscle concrete wall body and outer tube well between be equipped with the soil body mutually nested and be the interior tube well that returns the shape structure distribution, interior tube well and vertical muscle concrete wall body between be equipped with a plurality of triaxial stirring piles that are laminated with vertical muscle concrete wall body, vertical muscle concrete wall body in be equipped with reinforced concrete braced frame, reinforced concrete braced frame and vertical muscle concrete wall body between be equipped with the concrete layer, vertical muscle concrete wall body and outer tube well between be equipped with a plurality of and vertical muscle concrete wall body cup joint spacing fixed anchor rope tensioning mechanism, anchor rope tensioning mechanism be located two adjacent interior tube well and outer tube well between be equipped with the annular mutually nested drainage brick and the soil body on the slope.
Preferably, the anchor rope tensioning mechanism comprises a fixed sleeve, a concrete column is arranged between the fixed sleeve and a soil body, a steel strand which is in sleeved connection with a longitudinal reinforced concrete wall body and is in limited fastening is arranged in the fixed sleeve, an anchor rope limiting pipe which is in sleeved connection with the fixed sleeve in a sleeved mode in a clamped mode is arranged at the front end of the fixed sleeve, a driving motor which is fixedly connected with the longitudinal reinforced concrete wall body in a flange mode is arranged at the tail end of the steel strand, a cutting driving pipe which is in sleeved connection with the steel strand is arranged between the driving motor and the anchor rope limiting pipe, and a steel strand cutting assembly which is in movable sleeved connection with the steel strand is arranged between the cutting driving pipe and the anchor rope limiting pipe.
Preferably, the steel strand cutting assembly comprises a cutting tube body integrated with a cutting driving tube, a pair of anchor cable limiting rollers which are symmetrically distributed and movably sleeved with a slotted hole of the cutting tube body are arranged on the cutting tube body, a roller pin sleeved with the anchor cable limiting roller is arranged between the anchor cable limiting roller and the cutting tube body, the roller pin is integrally welded and fixed with the cutting tube body, a cutting support integrated with a clamping groove of the cutting tube body is arranged above the anchor cable limiting roller, a cutting telescopic tube which is movably sleeved with the cutting support is arranged in the cutting support, a cutter disc movably contacted with the steel strand is arranged at the lower end of the cutting telescopic tube, a fixing pin shaft which is integrally sleeved with the cutter disc is arranged between the cutter disc and the cutting telescopic tube, a spring is arranged between the fixing pin shaft and the cutting tube body, and a guide post which is vertically welded and fixed with the fixing pin shaft is arranged in the spring.
Preferably, a capping beam which is integrally welded and fixed with the longitudinal reinforced concrete wall is arranged between the anchor rope tensioning mechanism and the upper end of the longitudinal reinforced concrete wall, a side beam column which is integrally welded and fixed with the longitudinal reinforced concrete wall is arranged between the anchor rope tensioning mechanism and the inner side wall of the longitudinal reinforced concrete wall, guide sleeves are arranged between the side beam column and the steel strand and between the capping beam and the steel strand, anchor blocks which are nested with the steel strand are arranged between the guide sleeves and the side beam column and between the guide sleeves and the capping beam, locking anchors which are buckled with the steel strand are arranged on the end faces of the anchor blocks, and anchor pads which are sleeved with the steel strand are arranged between the locking anchors and the anchor blocks.
Preferably, the top cover comprises a top cover pipe integrally welded with the longitudinal reinforced concrete wall, a plurality of reinforcing steel bars I attached to the top cover pipe are arranged on the inner wall of the top cover pipe, a plurality of vertical rib plates are arranged in the top cover pipe, a plurality of transverse rib plates are arranged between each vertical rib plate and the top cover pipe and between two adjacent vertical rib plates, and a top cover concrete layer integrated with the top cover pipe is arranged inside and outside the top cover pipe.
Preferably, the side beam column comprises a side beam outer pipe integrally welded with the side wall of the longitudinal reinforced concrete wall body, a plurality of reinforcing steel bars II attached to the side beam outer pipe are arranged on the inner wall of the side beam outer pipe, a plurality of supporting rib plates are arranged in the side beam outer pipe, and side beam concrete layers integrated with the side beam outer pipe are arranged inside and outside the side beam outer pipe.
Preferably, the method for enclosing the anchor cable drilling pile structure suitable for enclosing the deep foundation pit comprises the following operation steps:
the first step: firstly, ditching and casting concrete protection ditches on the periphery of a pre-developed soil body, so that the soil body is prevented from sinking on the periphery of the soil body in the piling process; and then, driving triaxial stirring piles distributed in a shape of a circle around the circumference of the pre-developed excavated soil body, and pouring reinforced concrete in the triaxial stirring piles.
And a second step of: after the construction period of the concrete protection ditch and the triaxial mixing pile is completed, an outer pipe well which is distributed in a surrounding mode is firstly drilled between the concrete protection ditch and the triaxial mixing pile, and the end face sinking caused by underground water loss in the excavating process is prevented. After the outer pipe well operation is completed, a shape-returning pit is dug along the inner wall of the triaxial mixing pile, then the integral pouring process of the longitudinal reinforced concrete wall body and the triaxial mixing pile is completed, then a reinforced concrete supporting frame is poured in the shape-returning pit, and a concrete layer is poured between the reinforced concrete supporting frame and the longitudinal reinforced concrete wall body.
And a third step of: at the moment, a plurality of anchor rope drilling piles are driven between the longitudinal reinforced concrete wall body and the outer pipe well and are used for installing and pouring anchor rope tensioning mechanisms, and the anchor rope tensioning mechanisms form an inclined angle of 12-18 degrees. And meanwhile, an inner pipe well which is distributed in a shape of a circle is punched between the outer pipe well and the triaxial stirring pile, and the inner pipe well extends out of the upper end face of the soil body after pouring.
Fourth step: and then casting a capping beam integrated with the longitudinal reinforced concrete wall body between the tail end of the anchor rope tensioning mechanism and the upper end of the longitudinal reinforced concrete wall body, wherein the anchor rope tensioning mechanism extends out of the outer end face of the capping beam. And pouring a side beam column integrated with the longitudinal reinforced concrete wall body between the tail end of the anchor rope tensioning mechanism and the side wall of the longitudinal reinforced concrete wall body, wherein the anchor rope tensioning mechanism extends out of the outer end face of the side beam column.
Fifth step: and finally, grooving and paving a bricklaying drainage ditch between the outer pipe well and the inner pipe well, and pouring a cement slope on the surface of the soil body between the bricklaying drainage ditch and the top beam. The water drainage is smooth, no water accumulation landslide phenomenon is caused, and the stability of soil and the safety and convenience of operation in the pit are ensured.
Preferably, the anchor rope tensioning mechanism adopts a fixed sleeve and the head of the steel strand to be formed by limiting and embedding through an anchor rope limiting pipe, so as to realize the tensioning force of locking load 130 KN-250 KN. The fixed sleeve is fixedly poured with the soil body by adopting a concrete column, the tail ends of the steel strands are respectively sleeved and connected with the capping beam and the side beam column by the guide sleeve, the reserved length of 1-3 meters is extended, and simultaneously, the anchor blocks are embedded into the rear ends of the guide sleeve to be tightly pressed and fixed with the capping beam and the side beam column after the steel strands are tensioned, and the steel strands are fastened and fixed with the anchor blocks by locking anchors and anchor backing plates.
Preferably, after the construction period is completed, the locking anchor buckle and the anchor backing plate are opened, the anchor block is taken out, the cutting driving tube of the strip steel strand cutting assembly is attached to the tail end of the steel strand along the inner wall of the guide sleeve, at the moment, the cutting driving tube is in spline sleeve joint with the driving motor, the cutting driving tube is driven to rotate by the driving motor, the steel strand is positioned by the anchor rope limiting roller in the cutting tube, and the cutter disc rotationally cuts the steel strand. The spring is adopted to drive the cutting telescopic pipe to carry out cutting displacement in the cutting support, so that the cutting work of the cutter disc on the steel strand wires is realized, and the value of recycling is achieved.
Preferably, the inside of the top beam tube is welded with a plurality of reinforcing steel bars I, the supporting strength of the inside of the top beam tube is increased through a frame structure of vertical rib plates and transverse rib plates, and finally, a top beam concrete layer is poured inside and outside the top beam tube, so that the top beam machining process is completed. The side beam column is welded with a plurality of reinforcing steel bars II on the inner wall of the side beam outer pipe, the supporting strength is increased through a frame structure of the supporting rib plates in the side beam outer pipe, and finally, a side beam concrete layer is poured inside and outside the side beam outer pipe, so that the processing process of the side beam column is completed.
The invention can achieve the following effects:
compared with the prior art, the anchor rope bored pile structure suitable for the deep foundation pit enclosure has the advantages of firm structure, stable connection, material saving, strong safety and stability and long service life. The enclosing method solves the problems of pavement subsidence and water and soil loss subsidence. The safety and stability of surrounding roads are improved, and the influence of ground subsidence on the life quality of surrounding residents is avoided.
Drawings
Fig. 1 is a schematic structural view of the present invention.
Fig. 2 is a cross-sectional view of the cable-tightening mechanism of the present invention.
Fig. 3 is a schematic structural view of the steel strand cutting assembly of the present invention.
Fig. 4 is a schematic diagram of a connection and fixation structure of the steel strand and the capping beam of the present invention.
Fig. 5 is a schematic view of the connection and fixation structure of the steel strand and the side sill post of the present invention.
Fig. 6 is a structural cross-sectional view of the roof rail of the present invention.
Fig. 7 is a structural cross-sectional view of a side rail of the present invention.
In the figure: concrete protection ditch 1, soil body 2, outer tube well 3, anchor rope tensioning mechanism 4, brickwork drainage ditch 5, inner tube well 6, cement slope 7, capping beam 8, reinforced concrete supporting frame 9, side beam column 10, concrete layer 11, longitudinal reinforced concrete wall 12, triaxial stirring pile 13, concrete column 14, fixing sleeve 15, anchor rope spacing 16, steel strand cutting assembly 17, cutting driving tube 18, steel strand 19, driving motor 20, cutting tube 21, cutting bracket 22, cutting telescopic tube 23, guide post 24, spring 25, cutter head 26, fixing pin 27, anchor rope spacing roller 28, roller pin 29, guide sleeve 30, anchor block 31, anchor pad 32, locking anchor 33, capping beam tube 34, reinforcing steel bar I35, vertical rib plate 36, transverse rib plate 37, capping beam concrete layer 38, side beam outer tube 39, reinforcing steel bar II 40, supporting rib plate 41, side beam concrete layer 42.
Detailed Description
The technical scheme of the invention is further specifically described below through examples and with reference to the accompanying drawings.
Examples: as shown in figure 1, the anchor rope bored pile structure suitable for deep foundation pit enclosure comprises a soil body 2, wherein the periphery of the soil body 2 is provided with a concrete protection ditch 1 which is integrated with the soil body 2, the anchor rope bored pile structure comprises 180 outer pipe wells 3 which are nested with the soil body 2 and distributed in a shape of a loop, longitudinal reinforced concrete walls 12 which are distributed in a shape of a loop and are embedded with the soil body 2 are arranged in the soil body 2, an inner pipe well 6 which is nested with the soil body 2 and distributed in a shape of a loop is arranged between the longitudinal reinforced concrete walls 12 and the outer pipe well 3, 360 triaxial stirring piles 13 which are attached with the longitudinal reinforced concrete walls 12 are arranged between the inner pipe well 6 and the longitudinal reinforced concrete walls 12, the reinforced concrete wall body 12 is internally provided with a reinforced concrete supporting frame 9, a concrete layer 11 is arranged between the reinforced concrete supporting frame 9 and the reinforced concrete wall body 12, 2 layers of 180 anchor rope tensioning mechanisms 4 which are sleeved with the reinforced concrete wall body 12 and are limited and fixed are arranged between the reinforced concrete wall body 12 and the outer pipe well 3, the anchor rope tensioning mechanisms 4 are positioned between two adjacent inner pipe wells 6, a brickwork drainage ditch 5 which is nested with the soil body 2 in an annular mode is arranged between the inner pipe wells 6 and the outer pipe well 3, and a cement slope 7 which is integrally attached to the upper end face of the soil body 2 is arranged between the brickwork drainage ditch 5 and the reinforced concrete wall body 12.
As shown in fig. 2 and 3, the anchor cable tensioning mechanism 4 comprises a fixed sleeve 15, a concrete column 14 is arranged between the fixed sleeve 15 and a soil body 2, steel strands 19 which are in sleeved limiting fastening with a longitudinal reinforced concrete wall body 12 are arranged in the fixed sleeve 15, anchor cable limiting pipes 16 which are in sleeved limiting fastening with the fixed sleeve 15 are arranged at the front ends of the steel strands 19 and the fixed sleeve 15, a driving motor 20 which is fixedly connected with the longitudinal reinforced concrete wall body 12 in a flange mode is arranged at the tail ends of the steel strands 19, a cutting driving pipe 18 which is sleeved with the steel strands 19 is arranged between the driving motor 20 and the anchor cable limiting pipes 16, and a steel strand cutting assembly 17 which is movably sleeved with the steel strands 19 is arranged between the cutting driving pipe 18 and the anchor cable limiting pipes 16. The steel strand cutting assembly 17 comprises a cutting tube body 21 integrated with a cutting driving tube 18, a pair of anchor cable limiting rollers 28 which are symmetrically distributed and movably sleeved with the cutting tube body 21 in a slotted hole mode are arranged on the cutting tube body 21, roller pin shafts 29 sleeved with the anchor cable limiting rollers 28 are arranged between the anchor cable limiting rollers 28 and the cutting tube body 21, the roller pin shafts 29 are integrally welded and fixed with the cutting tube body 21, a cutting support 22 integrally welded and fixed with the cutting tube body 21 in a clamping slot mode is arranged above the anchor cable limiting rollers 28, a cutting telescopic tube 23 which is movably sleeved with the cutting support 22 is arranged in the cutting support 22, a cutter disc 26 movably connected with the steel strand 19 is arranged at the lower end of the cutting telescopic tube 23, a fixed pin shaft 27 integrally sleeved with the cutter disc 26 is arranged between the cutter disc 26 and the cutting telescopic tube 23, a spring 25 is arranged between the fixed pin shaft 27 and the cutting tube body 21, and a guide post 24 which is vertically welded and fixed with the fixed pin shaft 27 is arranged in the spring 25.
As shown in fig. 4 and 5, a capping beam 8 welded and fixed integrally with the longitudinal reinforced concrete wall 12 is arranged between the anchor rope tensioning mechanism 4 and the upper end of the longitudinal reinforced concrete wall 12, a side beam column 10 welded and fixed integrally with the longitudinal reinforced concrete wall 12 is arranged between the anchor rope tensioning mechanism 4 and the inner side wall of the longitudinal reinforced concrete wall 12, guide sleeves 30 are arranged between the side beam column 10 and the steel strand 19 and between the capping beam 8 and the steel strand 19, anchor blocks 31 nested with the steel strand 19 are arranged between the guide sleeves 30 and the side beam column 10 and between the guide sleeves 30 and the capping beam 8, locking anchors 33 sleeved with the steel strand 19 are arranged on the end faces of the anchor blocks 31, and anchor base plates 32 sleeved with the steel strand 19 are arranged between the locking anchors 33 and the anchor blocks 31.
As shown in fig. 6, the capping beam 8 comprises a capping beam pipe 34 integrally welded with the longitudinal reinforced concrete wall 12, 23 reinforcing steel bars i 35 attached to the capping beam pipe 34 are arranged on the inner wall of the capping beam pipe 34, 2 vertical rib plates 36 are arranged in the capping beam pipe 34, 2 horizontal rib plates 37 are arranged between each vertical rib plate 36 and two inner walls of the capping beam pipe 34 and between two adjacent vertical rib plates 36, and capping beam concrete layers 38 integrated with the capping beam pipe 34 are arranged inside and outside the capping beam pipe 34.
As shown in fig. 7, the side beam column 10 comprises a side beam outer tube 39 integrally welded with the side wall of the longitudinal reinforced concrete wall body 12, 11 reinforcing steel bars ii 40 attached to the side beam outer tube 39 are arranged on the inner wall of the side beam outer tube 39, 2 support rib plates 41 are arranged in the side beam outer tube 39, and side beam concrete layers 42 integrally formed with the side beam outer tube 39 are arranged inside and outside the side beam outer tube 39.
The enclosing method of the anchor cable drilling pile structure suitable for the deep foundation pit enclosing comprises the following operation steps:
the first step: firstly, ditching the periphery of a pre-developed soil body 2 and pouring concrete protection ditches 1, so that the periphery of the soil body 2 is prevented from sinking in the piling process; and then, driving triaxial stirring piles 13 distributed around the soil body 2 which is pre-developed and excavated in a loop shape, and pouring reinforced concrete in the triaxial stirring piles 13.
And a second step of: after the construction period of the concrete protection ditch 1 and the triaxial mixing pile 13 is completed, an outer pipe well 3 which is distributed in a surrounding mode in a shape of a loop is firstly driven between the concrete protection ditch 1 and the triaxial mixing pile 13, and the end face sinking caused by underground water loss in the excavating process is prevented. After the operation of the outer pipe well 3 is completed, a shape-returning pit is dug along the inner wall of the triaxial mixing pile 13, then the integral pouring process of the longitudinal reinforced concrete wall body 12 and the triaxial mixing pile 13 is completed, then the reinforced concrete supporting frame 9 is poured in the shape-returning pit, and the concrete layer 11 is poured between the reinforced concrete supporting frame 9 and the longitudinal reinforced concrete wall body 12.
And a third step of: at this time, 180 anchor rope bored piles are driven between the longitudinal reinforced concrete wall body 12 and the outer pipe well 3 and used for installing and pouring the anchor rope tensioning mechanism 4, and the anchor rope tensioning mechanism 4 is at an inclined angle of 15 degrees. The anchor rope tensioning mechanism 4 adopts the fixed sleeve 15 and the head of the steel strand 19 to be formed by limiting and embedding through the anchor rope limiting pipe 16, so as to realize the tensioning force of the locking load 130KN, and the diameter of the steel strand 19 is 15.2. The fixed sleeve 15 and the soil body 2 are fixedly poured by adopting the concrete column 14, the tail ends of the steel strands 19 are respectively sleeved and connected with the top beam 8 and the side beam column 10 through the guide sleeve 30, the reserved length of 2 meters is extended, simultaneously, the steel strands 19 are tightly pressed and fixed with the top beam 8 and the side beam column 10 by embedding the anchor block 31 at the rear end of the guide sleeve 30 after being tensioned, and the steel strands 19 and the anchor block 31 are fastened and fixed by locking the anchor buckle 33 and the anchor backing plate 32. And meanwhile, an inner pipe well 6 which is distributed in a shape of a circle is punched between the outer pipe well 3 and the triaxial stirring pile 13, and the inner pipe well 6 extends out of the upper end face of the soil body 2 after pouring.
Fourth step: and then, casting a capping beam 8 which is integrated with the longitudinal reinforced concrete wall 12 between the tail end of the anchor rope tensioning mechanism 4 and the upper end of the longitudinal reinforced concrete wall 12, wherein the anchor rope tensioning mechanism 4 extends out of the outer end face of the capping beam 8. The top beam 8 is welded with 23 reinforcing steel bars I35 on the inner wall of the top beam tube 34, the supporting strength of the inside of the top beam tube 34 is increased through the frame structure of the vertical rib plates 36 and the horizontal rib plates 37, and finally, a top beam concrete layer 38 is poured inside and outside the top beam tube 34, so that the processing process of the top beam 8 is completed. And pouring a side beam column 10 integrated with the longitudinal reinforced concrete wall 12 between the tail end of the anchor rope tensioning mechanism 4 and the side wall of the longitudinal reinforced concrete wall 12, wherein the anchor rope tensioning mechanism 4 extends out of the outer end face of the side beam column 10. The side beam column 10 is formed by welding 11 reinforcing steel bars II 40 on the inner wall of the side beam outer tube 39, the supporting strength is increased in the side beam outer tube 39 through the frame structure of the supporting rib plates 41, and finally, a side beam concrete layer 42 is poured inside and outside the side beam outer tube 39, so that the processing process of the side beam column 10 is completed.
Fifth step: and finally, grooving and laying a brickwork drainage ditch 5 between the outer pipe well 3 and the inner pipe well 6, and pouring a cement slope 7 on the surface of the soil body 2 between the brickwork drainage ditch 5 and the capping beam 8. The water drainage is smooth, no water accumulation landslide phenomenon is caused, and the stability of the soil body 2 and the safety and convenience of the operation in the pit are ensured.
After the construction period is completed, the locking anchor buckle 33 and the anchor backing plate 32 are opened, the anchor block 31 is taken out, the cutting driving pipe 18 of the steel strand cutting assembly 17 is attached to the tail end of the steel strand 19 along the inner wall of the guide sleeve 30, at the moment, the cutting driving pipe 18 is in spline sleeve joint with the driving motor 20, the cutting driving pipe 18 is driven to rotate by the driving motor 20, the steel strand 19 is positioned by the anchor rope limiting roller 28 in the cutting pipe body 21, and the cutter disc 26 rotationally cuts the steel strand 19; the spring 25 is adopted to drive the cutting telescopic pipe 23 to carry out cutting displacement in the cutting support 22, so that the cutting work of the cutter disc 26 on the steel strand 19 is realized, and the value of recycling is achieved.
In conclusion, the anchor rope bored pile structure suitable for the deep foundation pit enclosure has the advantages of firm structure, stable connection, material saving, high safety and stability and long service life. The enclosing method solves the problems of pavement subsidence and water and soil loss subsidence. The safety and stability of surrounding roads are improved, and the influence of ground subsidence on the life quality of surrounding residents is avoided.
The above embodiments are merely examples of the present invention, but the present invention is not limited thereto, and any changes or modifications made by those skilled in the art are included in the scope of the present invention.
Claims (8)
1. Anchor rope bored pile structure suitable for deep basal pit support, its characterized in that: the anchor cable rope tensioning device comprises a soil body (2), the periphery of the soil body (2) is provided with a concrete protection ditch (1) which is integrated with the soil body (2), the inner side of the concrete protection ditch (1) is provided with a plurality of outer pipe wells (3) which are nested with the soil body (2) and distributed in a return structure, the inside of the soil body (2) is provided with a longitudinal reinforced concrete wall (12) which is distributed in a return structure and is embedded with the soil body (2), an inner pipe well (6) which is nested with the soil body (2) and distributed in a return structure is arranged between the longitudinal reinforced concrete wall (12) and the outer pipe well (3), a plurality of triaxial stirring piles (13) which are attached with the longitudinal reinforced concrete wall (12) are arranged between the inner pipe well (6) and the longitudinal reinforced concrete wall (12), a reinforced concrete supporting frame (9) is arranged in the longitudinal reinforced concrete wall (12), a concrete layer (11) is arranged between the longitudinal reinforced concrete supporting frame (9) and the longitudinal reinforced concrete wall (12), an anchor cable rope tensioning mechanism (4) between the longitudinal reinforced concrete wall (12) and the outer pipe wall (3) is provided with a plurality of anchor cable tensioning mechanisms (4) which are positioned between two adjacent anchor cable tensioning mechanisms (4), a brickwork drainage ditch (5) which is nested with the soil body (2) in a ring shape is arranged between the inner pipe well (6) and the outer pipe well (3), and a cement slope (7) which is integrally attached to the upper end surface of the soil body (2) is arranged between the brickwork drainage ditch (5) and the longitudinal reinforced concrete wall body (12); pouring a capping beam (8) integrated with the longitudinal reinforced concrete wall body (12) between the tail end of the anchor rope tensioning mechanism (4) and the upper end of the longitudinal reinforced concrete wall body (12);
the anchor rope tensioning mechanism (4) comprises a fixed sleeve (15), a concrete column (14) is arranged between the fixed sleeve (15) and a soil body (2), steel strands (19) which are in sleeved limiting fastening with a longitudinal reinforced concrete wall body (12) are arranged in the fixed sleeve (15), anchor rope limiting pipes (16) which are in sleeved limiting connection with the fixed sleeve (15) in a clamped mode are arranged at the front ends of the steel strands (19) and the fixed sleeve (15), a driving motor (20) which is in flanged connection with the longitudinal reinforced concrete wall body (12) and fixed is arranged at the tail ends of the steel strands (19), a cutting driving pipe (18) which is in sleeved connection with the steel strands (19) is arranged between the driving motor (20) and the anchor rope limiting pipes (16), and steel strand cutting assemblies (17) which are in movable sleeved connection with the steel strands (19) are arranged between the cutting driving pipe (18) and the anchor rope limiting pipes (16);
the steel strand cutting assembly (17) comprises a cutting tube body (21) integrated with a cutting driving tube (18), a pair of anchor cable limiting rollers (28) which are symmetrically distributed and movably sleeved with the cutting tube body (21) in a slotted hole mode are arranged on the cutting tube body (21), a roller pin shaft (29) sleeved with the anchor cable limiting rollers (28) is arranged between the anchor cable limiting rollers (28) and the cutting tube body (21), the roller pin shaft (29) and the cutting tube body (21) are integrally welded and fixed, a cutting support (22) integrated with the cutting tube body (21) in a clamping groove mode is arranged above the anchor cable limiting rollers (28), a cutting telescopic tube (23) which is movably sleeved with the cutting support (22) is arranged in the cutting support (22), a cutter disc (26) movably contacted with the steel strand (19) is arranged at the lower end of the cutting telescopic tube (23), a fixed pin shaft (27) integrated with the cutter disc (26) is arranged between the cutting telescopic tube (23), and a fixed pin shaft (27) is fixedly connected with the cutting drum (27), and a fixed pin shaft (25) is arranged between the fixed pin shaft (25) and the fixed pin shaft (25).
2. The anchor cable bored pile structure suitable for deep foundation pit bracing according to claim 1, wherein: the anchor rope tensioning mechanism (4) and indulge muscle concrete wall body (12) upper end be equipped with and indulge muscle concrete wall body (12) and be integrated with welded fastening's pressure roof beam (8), anchor rope tensioning mechanism (4) and indulge muscle concrete wall body (12) inside wall between be equipped with indulge muscle concrete wall body (12) and be integrated with welded fastening's side beam column (10), side beam column (10) and steel strand wires (19) between pressure roof beam (8) and steel strand wires (19) all be equipped with guide sleeve (30), guide sleeve (30) and side beam column (10) between guide sleeve (30) and pressure roof beam (8) all be equipped with anchor block (31) with steel strand wires (19) mutually nested, anchor block (31) terminal surface on be equipped with steel strand wires (19) mutually buckle formula anchor (33), anchor block (33) and anchor block (31) between be equipped with anchor backing plate (32) with steel strand wires (19) mutually cup joints.
3. The anchor cable bored pile structure suitable for deep foundation pit bracing according to claim 2, wherein: the top-pressing beam (8) comprises a top-pressing beam pipe (34) integrally welded with the longitudinal reinforced concrete wall body (12), a plurality of reinforcing steel bars I (35) attached to the top-pressing beam pipe (34) are arranged on the inner wall of the top-pressing beam pipe (34), a plurality of vertical rib plates (36) are arranged in the top-pressing beam pipe (34), a plurality of transverse rib plates (37) are arranged between the vertical rib plates (36) and the top-pressing beam pipe (34) and between two adjacent vertical rib plates (36), and a top-pressing beam concrete layer (38) integrally formed with the top-pressing beam pipe (34) is arranged inside and outside the top-pressing beam pipe (34).
4. The anchor rope bored pile structure suitable for deep foundation pit enclosure according to claim 3, wherein: the side beam column (10) comprises a side beam outer pipe (39) integrally welded with the side wall of the longitudinal reinforced concrete wall body (12), a plurality of reinforcing steel bars II (40) attached to the side beam outer pipe (39) are arranged on the inner wall of the side beam outer pipe (39), a plurality of supporting rib plates (41) are arranged in the side beam outer pipe (39), and side beam concrete layers (42) integrated with the side beam outer pipe (39) are arranged inside and outside the side beam outer pipe (39).
5. The anchor rope bored pile structure suitable for deep foundation pit bracing according to claim 4, wherein: the enclosing method of the anchor cable drilling pile structure suitable for the deep foundation pit enclosing comprises the following operation steps:
the first step: firstly, ditching the periphery of a pre-developed soil body (2) and pouring a concrete protection ditch (1), so that the soil body (2) can avoid sinking of the ground around the soil body (2) in the piling process; then, driving triaxial stirring piles (13) distributed in a shape of a circle around the soil body (2) which is pre-developed and excavated, and pouring reinforced concrete in the triaxial stirring piles (13);
and a second step of: after the construction period of the concrete protection ditch (1) and the triaxial stirring pile (13) is completed, an outer pipe well (3) which is distributed in a surrounding mode in a return mode is firstly drilled between the concrete protection ditch (1) and the triaxial stirring pile (13), and the phenomenon that the end face is sinking caused by underground water loss in the excavating process is prevented; after the operation of the outer pipe well (3) is completed, a back-shaped pit is dug along the inner wall of the triaxial stirring pile (13), then the integrated pouring process of the longitudinal reinforced concrete wall body (12) and the triaxial stirring pile (13) is completed, then a reinforced concrete supporting frame (9) is poured in the back-shaped pit, and a concrete layer (11) is poured between the reinforced concrete supporting frame (9) and the longitudinal reinforced concrete wall body (12);
and a third step of: at the moment, a plurality of anchor rope drilling piles are driven between the longitudinal reinforced concrete wall body (12) and the outer pipe well (3) and used for installing and pouring anchor rope tensioning mechanisms (4), and the anchor rope tensioning mechanisms (4) form an inclined angle of 12-18 degrees; simultaneously, an inner pipe well (6) which is distributed in a shape of a circle is driven between the outer pipe well (3) and the triaxial stirring pile (13), and the inner pipe well (6) extends out of the upper end face of the soil body (2) after pouring;
fourth step: casting a capping beam (8) integrated with the longitudinal reinforced concrete wall body (12) between the tail end of the anchor rope tensioning mechanism (4) and the upper end of the longitudinal reinforced concrete wall body (12), wherein the anchor rope tensioning mechanism (4) extends out of the outer end face of the capping beam (8); pouring a side beam column (10) integrated with the longitudinal reinforced concrete wall body (12) between the tail end of the anchor rope tensioning mechanism (4) and the side wall of the longitudinal reinforced concrete wall body (12), wherein the anchor rope tensioning mechanism (4) extends out of the outer end face of the side beam column (10);
fifth step: and finally, grooving and laying a brickwork drainage ditch (5) between the outer pipe well (3) and the inner pipe well (6), and pouring a cement slope (7) on the surface of the soil body (2) between the brickwork drainage ditch (5) and the top beam (8).
6. The method for enclosing the anchor cable drilling pile structure suitable for enclosing the deep foundation pit, according to claim 5, is characterized in that: the anchor rope tensioning mechanism (4) adopts a fixed sleeve (15) and the head of a steel strand (19) to be formed by limiting and embedding through an anchor rope limiting pipe (16), so as to realize the tensioning force of locking load 130 KN-250 KN; the fixed sleeve (15) and the soil body (2) are fixedly poured by adopting the concrete column (14), the tail ends of the steel strands (19) are respectively sleeved and penetrated with the top beam (8) and the side beam column (10) through the guide sleeve (30), the reserved length of 1-3 meters is extended, simultaneously, the steel strands (19) are tightly pressed and fixed with the top beam (8) and the side beam column (10) by embedding the anchor block (31) at the rear end of the guide sleeve (30) after being tensioned, and the steel strands (19) and the anchor block (31) are fastened and fixed by the locking anchor buckle (33) and the anchor backing plate (32).
7. The method for enclosing the anchor cable drilling pile structure suitable for enclosing the deep foundation pit, according to claim 6, is characterized in that: after the construction period is completed, the locking anchor buckle (33) and the anchor backing plate (32) are opened, the anchor block (31) is taken out, the cutting driving pipe (18) of the steel strand cutting assembly (17) is attached to the tail end of the steel strand (19) along the inner wall of the guide sleeve (30), at the moment, the cutting driving pipe (18) is in spline sleeve joint with the driving motor (20), the cutting driving pipe (18) is driven to rotate by the driving motor (20), the steel strand (19) is positioned by the anchor cable limiting roller (28) in the cutting pipe body (21), and the cutter disc (26) is used for rotationally cutting the steel strand (19); a spring (25) is adopted to drive a cutting telescopic pipe (23) to carry out cutting displacement in a cutting bracket (22).
8. The method for enclosing the anchor cable drilling pile structure suitable for enclosing the deep foundation pit, according to claim 5, is characterized in that: the method comprises the steps that (1) a plurality of reinforcing steel bars I (35) are welded on the inner wall of a capping beam pipe (34), the supporting strength of the capping beam pipe (34) is increased through a frame structure of vertical rib plates (36) and transverse rib plates (37), and finally, capping beam concrete layers (38) are poured inside and outside the capping beam pipe (34), so that the capping beam (8) is processed; the side beam column (10) is characterized in that a plurality of reinforcing steel bars II (40) are welded on the inner wall of a side beam outer tube (39), the supporting strength is increased through a frame structure of a supporting rib plate (41) in the side beam outer tube (39), and finally, a side beam concrete layer (42) is poured inside and outside the side beam outer tube (39), so that the processing process of the side beam column (10) is completed.
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