CN112211187A - Reinforcement cage structure for karst area pile foundation and pile foundation construction method - Google Patents
Reinforcement cage structure for karst area pile foundation and pile foundation construction method Download PDFInfo
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- CN112211187A CN112211187A CN202011022680.9A CN202011022680A CN112211187A CN 112211187 A CN112211187 A CN 112211187A CN 202011022680 A CN202011022680 A CN 202011022680A CN 112211187 A CN112211187 A CN 112211187A
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
- E02D5/38—Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
- E02D15/02—Handling of bulk concrete specially for foundation or hydraulic engineering purposes
- E02D15/04—Placing concrete in mould-pipes, pile tubes, bore-holes or narrow shafts
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
- E04C5/00—Reinforcing elements, e.g. for concrete; Auxiliary elements therefor
- E04C5/01—Reinforcing elements of metal, e.g. with non-structural coatings
- E04C5/06—Reinforcing elements of metal, e.g. with non-structural coatings of high bending resistance, i.e. of essentially three-dimensional extent, e.g. lattice girders
- E04C5/0604—Prismatic or cylindrical reinforcement cages composed of longitudinal bars and open or closed stirrup rods
- E04C5/0618—Closed cages with spiral- or coil-shaped stirrup rod
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2250/00—Production methods
- E02D2250/0023—Cast, i.e. in situ or in a mold or other formwork
Abstract
The application relates to a reinforcement cage structure for a karst area pile foundation, relating to the technical field of building construction; the steel bar outer frame comprises a plurality of outer main bars and a plurality of outer hoop steel plates fixedly connected to the peripheries of the outer main bars; the steel bar inner frame comprises a plurality of inner main bars and a plurality of inner hoop steel plates fixedly connected to the peripheries of the inner main bars; the side wall of the outer hoop steel plate, which is far away from the inner main reinforcement, is provided with a reinforcing rib frame, and the reinforcing rib frame is positioned between the reinforcing steel bar outer frame and the reinforcing steel bar inner frame; this application has and effectively improves steel reinforcement cage overall structure intensity to improve foundation pile construction quality's effect.
Description
Technical Field
The application relates to the technical field of building construction, in particular to a reinforcement cage structure for a karst area pile foundation and a pile foundation construction method.
Background
The karst area is a special topographic form formed by long-term corrosion and other actions of water with corrosion on soluble rocks such as limestone, dolomite and the like; in the karst area, the structure of the rock body is changed due to the karst effect, so that the strength of the rock is reduced, the permeability is enhanced, the problems of insufficient bearing capacity of the foundation, collapse of a top plate of the underlying karst cave, collapse of the foundation, uneven settlement of the foundation and the like are caused easily, and great influence is caused on engineering construction and use.
A Chinese patent with a related grant publication number of CN108589718U discloses a karst area pile foundation construction method, which comprises the following steps: performing advanced drilling by using a rotary drill and a percussion drill; when karst caves appear in the advanced drilling holes, analyzing the bearing characteristics of the pile foundation; drilling a pile foundation according to the ultimate bearing capacity of the pile end, and selecting different protective measures according to different heights of the karst cave under a reinforcement cage in the pile hole; pouring concrete in the pile hole to form a pile; the construction quality and the construction safety of the pile foundation are ensured.
To the above-mentioned correlation technique, the inventor thinks that the steel reinforcement cage that above-mentioned pile foundation construction used generally comprises the main muscle of many vertical arrangements into the tube-shape and the reinforcing bar of welding on the main muscle, but the structural strength of this kind of steel reinforcement cage is relatively poor, appears the deformation phenomenon easily when hoist and mount or pouring concrete, influences the construction quality of pile foundation.
Disclosure of Invention
In order to improve the relatively poor deformation that easily appears of steel reinforcement cage structural strength that exists among the correlation technique and influence the problem of pile foundation construction quality, this application provides a steel reinforcement cage structure and pile foundation construction method for the pile foundation in karst district.
First aspect, the application provides a pair of steel reinforcement cage structure for karst district pile foundation adopts following technical scheme:
a reinforcement cage structure for a karst area pile foundation comprises an outer reinforcement frame and an inner reinforcement frame, wherein the outer reinforcement frame comprises a plurality of outer main reinforcements and a plurality of outer hoop steel plates fixedly connected to the peripheries of the outer main reinforcements; the steel bar inner frame comprises a plurality of inner main bars and a plurality of inner hoop steel plates fixedly connected to the peripheries of the inner main bars; the lateral wall that interior main muscle department was kept away from to outer hoop steel sheet is provided with the strengthening rib frame, the strengthening rib frame is located between reinforcing bar outrigger and the reinforcing bar inner tower.
Through adopting above-mentioned technical scheme, the setting up of reinforcing bar inner tower and reinforcing bar frame has strengthened the radial compressive strength of reinforcing bar outrigger, also can strengthen the axial compressive strength of reinforcing bar outrigger simultaneously, reduces the deformation degree of reinforcing bar outrigger in the use.
Optionally, the outer surface of the reinforcing rib frame is provided with a plurality of butt joint holes along the thickness direction for each outer main rib to be inserted.
Through adopting above-mentioned technical scheme, the area of contact between outer main muscle and the reinforcing mesh muscle has been increased in setting up of butt joint hole to the tightness of being connected between reinforcing bar outrigger and the reinforcing bar inner tower, thereby further improve the bulk strength of steel reinforcement cage, reduce its possibility of warping.
Optionally, a plurality of connecting lugs are arranged at the end of one of the steel bar outer frames, a plurality of connecting grooves for the connecting lugs to be inserted are formed in the end of the other steel bar outer frame, and locking bolts for stably inserting the connecting lugs into the connecting grooves are arranged between the two steel bar outer frames.
By adopting the technical scheme, the connecting convex blocks are stably inserted into the connecting grooves in the corresponding positions through the locking screw rods, so that the stable splicing of two adjacent steel bar outer frames in the vertical direction is realized, and the dislocation caused by the vertical movement of the cage during falling or concrete pouring is reduced and prevented.
In a second aspect, the application provides a karst area pile foundation construction method, which adopts the following technical scheme:
s100, preparing before construction, measuring and lofting pile positions, leveling construction sites, laying roads, setting water supply and power supply systems, and preparing slurry;
s200, excavating a circular foundation pit, and burying a pile casing into the foundation pit;
s300, the drilling machine is in place, the drill bit is hoisted, then a slurry pump is started, the drilling machine is started to rotate at a slow speed, and the drill bit is lowered into a protective cylinder; after drilling to 2-3 m, gradually increasing the rotating speed and the bit pressure for normal drilling, and injecting the slurry retaining wall while drilling;
s400, when the drilled hole reaches the depth required by the design, stopping drilling, placing the drill bit at the designed standard height for slowly rotating, and removing sediments. During drilling, careful operation is required to prevent the drill bit from dragging to the hole wall, slurry is supplemented into the hole, and the height of a water head in the hole is stabilized;
s500, connecting the steel bar outer frame and the steel bar inner frame together in a spot welding mode, splicing two adjacent steel bar cages in the vertical direction together through locking bolts, and painting anti-rust paint at a welding seam to perform secondary protection to finish manufacturing of the steel bar cages; then, placing the steel reinforcement cage into the hole, slightly placing and slowly placing the steel reinforcement cage in alignment with the hole position, slightly moving up and down or stopping placing when the steel reinforcement cage is blocked, processing after finding reasons, and strictly prohibiting forced placing;
s600, embedding the guide pipes, wherein the primary embedding depth of each guide pipe is more than 1m, adjacent guide pipes are connected through screw threads, and screw thread pieces are sealed through sealing rubber rings;
s700, placing a hopper at the end part of the guide pipe exposed above the ground, pouring underwater concrete into the hopper, and after pouring is started, compactly and continuously pouring, and strictly prohibiting shutdown in midway; during the pouring process, attention should be paid to observing the concrete falling in the pipe and the water level rising in the hole, the height of the concrete surface in the hole is measured in time, and the lifting and the dismantling of the guide pipe are correctly commanded; and finishing the pile foundation construction after the pouring is finished.
By adopting the technical scheme, on one hand, the protective cylinder can keep a water head higher than the underground water level, increase the hydrostatic pressure in the hole and prevent the hole from collapsing; on the other hand, the device can isolate surface water, protect the orifice ground, position of a fixed pile hole and guide the drilling; the structural strength of the reinforcement cage at the axial and radial positions is enhanced by modifying the structure of the reinforcement cage, so that the construction quality of the foundation pile is ensured; during the drilling process, according to the difference of stratum, the mud configuration index and the drilling speed of the mud can be controlled, and the phenomenon of hole wall collapse is further reduced.
Optionally, step S200 further includes the following sub-steps:
s210, symmetrically welding shoulder iron on the outer side wall of the protective cylinder close to the ground, inserting the protective cylinder into the foundation pit, adjusting the protective cylinder in place, fixing the protective cylinder stably, uniformly backfilling the periphery of the protective cylinder with clay, tamping the protective cylinder in layers, and firmly erecting the protective cylinder by using a road wood.
Through adopting above-mentioned technical scheme, guarantee to protect a section of thick bamboo stably at drilling in-process, avoid appearing protecting a section of thick bamboo whereabouts or protecting a peripheral problem of running thick liquid of a section of thick bamboo in drilling.
Optionally, step S300 includes the following sub-steps:
s310, when the silty soil with abundant underground water and easy collapse is encountered, low-grade slow drilling is adopted, stirring of the silty soil by a drill bit is reduced, and meanwhile, the relative density of the slurry is increased and the water head is improved.
By adopting the technical scheme, the drilling speed is reduced to prevent hole collapse, the relative density of mud is increased to strengthen the retaining wall, and the hole collapse phenomenon is further prevented.
Optionally, step S700 includes the following sub-steps:
and S710, when the concrete surface approaches and initially enters the reinforcement cage, enabling the bottom opening of the guide pipe to be located 1-3 m above the bottom opening of the reinforcement cage, and slowly pouring concrete.
Through adopting above-mentioned technical scheme to reduce the concrete and come out to ascending impact force after the pipe end opening, reduce when the concrete face rises to the framework of steel reinforcement lower extreme, prevent that the framework of steel reinforcement is held in the palm by the concrete top and rises.
Optionally, step S700 further includes the following sub-steps:
s720, shortening the total pouring time of the concrete as much as possible, and increasing the fluidity of the concrete by using a retarder, fly ash and the like.
By adopting the technical scheme, the top concrete is prevented from entering the steel reinforcement framework, and the steel reinforcement framework is prevented from being jacked and lifted by the concrete due to the over-small fluidity of the concrete.
Optionally, step S700 further includes the following sub-steps:
and S730, in the pouring process, when the concrete in the guide pipe is not full and contains air, slowly pouring the subsequent concrete into the funnel and the guide pipe in an unbundable manner.
Through adopting above-mentioned technical scheme, avoid appearing the inside high-pressure gasbag that forms of pipe, and extrude the rubber pads between the pipe section, and then lead to the condition that the pipe leaked.
Optionally, step S700 further includes the following sub-steps:
and S740, when the underwater concrete is poured, detecting the hole depth below the water surface or the slurry surface and the height of the primarily poured concrete surface so as to control the thickness of the sediment layer, the depth of the buried conduit and the elevation of the pile top.
By adopting the technical scheme, accidents that the interlayer pile is broken, the short pile or the conduit cannot be pulled out due to over-thick sediment, conduit lifting leakage and too deep buried pipe caused by inaccurate detection are prevented.
In summary, the present application includes at least one of the following beneficial technical effects:
1. the arrangement of the reinforcing steel bar inner frame and the reinforcing steel bar frame enhances the radial compressive strength of the reinforcing steel bar outer frame, and simultaneously can also enhance the axial compressive strength of the reinforcing steel bar outer frame and reduce the deformation degree of the reinforcing steel bar outer frame in the use process;
2. the connecting convex blocks are stably inserted into the connecting grooves in the corresponding positions through the locking screw rods, so that the two steel bar outer frames adjacent in the vertical direction are stably spliced, and the dislocation caused by the falling of the cage or the vertical movement during concrete pouring is reduced and prevented;
3. when the concrete surface approaches or initially enters the steel reinforcement framework, the bottom opening of the guide pipe is positioned 1-3 m above the bottom opening of the steel reinforcement cage, and concrete is slowly poured; the total pouring time of the concrete is shortened, and the fluidity of the concrete is increased by using retarder, fly ash and the like; thereby avoiding the steel reinforcement framework from being jacked and lifted by the concrete.
Drawings
FIG. 1 is a schematic structural diagram of a reinforcement cage structure for a karst region pile foundation in an embodiment;
FIG. 2 is a partial schematic view of an embodiment of the present invention showing the connection between adjacent reinforcement cages;
FIG. 3 is a block flow diagram of an embodiment of a method for implementing a karst region pile foundation construction;
fig. 4 is a block flow diagram for embodying step S700 and its sub-steps in an embodiment.
Description of reference numerals: 1. reinforcing steel bar outer frames; 11. an outer main rib; 12. an outer hoop steel plate; 121. a connection bump; 122. a connecting groove; 123. locking the bolt; 2. a steel bar inner frame; 21. an inner main rib; 22. an inner hoop steel plate; 3. a reinforcing rib frame; 31. a diamond reinforcing mesh; 32. reinforcing a steel plate; 321. and (4) butting holes.
Detailed Description
The present application is described in further detail below with reference to figures 1-2.
The embodiment of the application discloses a steel reinforcement cage structure for karst area pile foundation. Referring to fig. 1 and 2, the steel reinforcement cage includes that the reinforcing bar is built on the shelf 2 in and is located the reinforcing bar and built on the shelf 1 outside 2 outlying reinforcing bars in the reinforcing bar, and the reinforcing bar is built on the shelf 2 in and is included hoop steel sheet 22 in main muscle 21 and a plurality of in a plurality of, and interior hoop steel sheet 22 is cyclic annularly, and interior hoop steel sheet 22 evenly arranges along the direction of height of interior main muscle 21, and interior main muscle 21 evenly welds on interior hoop steel sheet 22 inside wall along interior hoop steel sheet 22 circumference.
Referring to fig. 1 and 2, the reinforcing bar outrigger 1 includes the outer hoop steel sheet 12 of a plurality of and a plurality of outer main muscle 11, and outer hoop steel sheet 12 is cyclic annularly, and outer hoop steel sheet 12 evenly arranges along the direction of height of outer main muscle 11, and outer main muscle 11 evenly welds in outer hoop steel sheet 12 inside wall along outer hoop steel sheet 12 circumference.
Referring to fig. 1 and 2, a reinforcing rib frame 3 is fixedly welded on the outer side wall of each inner hoop steel plate 22 along the circumferential direction thereof, the reinforcing rib frame 3 comprises a diamond-shaped reinforcing net 31 and a reinforcing steel plate 32, and the diamond-shaped reinforcing net 31 is positioned between the inner hoop steel plates 22 and the reinforcing steel plate 32; the outer surface of the reinforcing steel plate 32 near each outer main rib 11 is provided with a butt hole 321 along the thickness direction for each outer main rib 11 to be inserted; adopt two-layer steel bar structure and realize the connection of reinforcing bar outrigger 1 and reinforcing bar inner tower 2 through strengthening rib frame 3 to improve the radial resistance to compression and the axial tensile nature of steel reinforcement cage.
Referring to fig. 1 and 2, a plurality of connecting lugs 121 are arranged on the outer surface of the steel bar outer frame 1 and at one end of the steel bar outer frame, the connecting lugs 121 are welded on the outer hoop steel plate 12 at one end of the steel bar outer frame 1, the connecting lugs 121 are uniformly arranged along the circumferential direction of the outer hoop steel plate 12, and a connecting groove 122 for the connecting lugs 121 on the adjacent steel bar outer frame 1 to be inserted is uniformly arranged on the outer side wall of the steel bar outer frame 1 away from the connecting lugs 121 along the circumferential direction; one end of the steel bar outer frame 1 close to the connecting groove 122 is provided with a locking bolt 123, and the locking bolt 123 penetrates through the steel bar outer frame 1 connected with the locking bolt and is in threaded connection with the connecting convex block 121 of the adjacent steel bar outer frame 1.
Referring to fig. 3 and 4, an embodiment of the present application further discloses a karst region pile foundation construction method, including the following steps:
s100, preparing before construction, measuring and lofting pile positions, leveling construction sites, laying roads, setting water supply and power supply systems, and preparing slurry.
Before construction, whether overground and underground pipelines and structures exist in the construction range of the drilled pile is investigated, sundries and barriers in the site in the designed pile position range are cleared away in time, and the construction site and the construction sidewalk are leveled; calculating the coordinates of each pile position according to a design drawing, and determining the position relation between each pile hole and the adjacent control point; then preparing the slurry by bentonite, adding additives which can improve the performance of the slurry, such as caustic soda, cellulose and the like, and discharging the slurry into a slurry tank for later use after stirring.
S200, excavating a circular foundation pit, and burying a pile casing into the foundation pit.
On one hand, the protective cylinder can keep a water head higher than the underground water level, increase the hydrostatic pressure in the hole and prevent the hole from collapsing; on the other hand, the device can isolate surface water, protect orifice ground, position of a fixed pile hole and guide the drilling.
Step S200 includes the following substeps:
s210, symmetrically welding shoulder iron on the outer side wall of the protective cylinder close to the ground, inserting the protective cylinder into the foundation pit, adjusting the protective cylinder in place, fixing the protective cylinder stably, uniformly backfilling the periphery of the protective cylinder with clay, tamping the protective cylinder in layers, and firmly erecting the protective cylinder by using a road wood.
The stability of the protective cylinder in the drilling process is ensured, and the problem that the protective cylinder falls down or the slurry runs from the periphery of the protective cylinder in the drilling process is avoided.
S300, the drilling machine is in place, the drill bit is hoisted, then a slurry pump is started, the drilling machine is started to rotate at a slow speed, and the drill bit is lowered into a protective cylinder; and after the drill reaches 2-3 m, gradually increasing the rotating speed and the drill pressure for normal drilling, and injecting the slurry retaining wall while drilling.
Step S300 includes the following substeps:
s310, when the silty soil with abundant underground water and easy collapse is encountered, low-grade slow drilling is adopted, stirring of the silty soil by a drill bit is reduced, and meanwhile, the relative density of the slurry is increased and the water head is improved.
A rotary drilling rig is adopted for hole forming, the verticality of a drill rod of the drilling rig and the level of a rotary platform are detected in real time during drilling, and the verticality and the level of the rotary platform are adjusted at any time; meanwhile, parameters such as drilling tool types, footage speed, rotation speed, lifting speed, slurry proportion and the like are adjusted in time according to different stratums, so that hole collapse is avoided.
S400, when the drilled hole reaches the depth required by the design, stopping drilling, placing the drill bit at the designed standard height for slowly rotating, and removing sediments; during drilling, careful operation is required to prevent the drill bit from dragging to the hole wall, and slurry is supplemented into the hole to stabilize the height of a water head in the hole.
When the drilling operation is stopped, the drill bit must be lifted to prevent floating slag from burying the drill, prevent tools and drilling tools from falling into the hole, and simultaneously temporarily place the dug-up soil slag at the tail of the drilling machine and strictly prevent the dug-up soil slag from being stacked near the drill hole.
S500, connecting the steel bar outer frame 1 and the steel bar inner frame 2 together in a spot welding mode, splicing two adjacent steel bar cages in the vertical direction together through locking bolts 123, and painting anti-rust paint at a welding seam to perform secondary protection to finish manufacturing of the steel bar cages; then the steel reinforcement cage is hung and put into the hole, lightly put, put slowly to the hole site, should move gently from top to bottom or stop putting when meeting the resistance, handle after finding the reason, forbid to put by force strictly.
The steel reinforcement cage can be hung in the hole by an automobile crane, the steel reinforcement cage is hung by a pulley and a three-point hoisting method, so that the steel reinforcement cage is kept stable during hoisting, the hole position is aligned by manual assistance during cage descending, the steel reinforcement cage is kept vertical and lightly placed, the steel reinforcement cage is prevented from colliding with the hole wall, and the steel reinforcement cage is lightly placed and slowly placed to prevent the steel reinforcement cage from deforming during hoisting.
S600, embedding the guide pipes in advance, wherein the primary embedding depth of the guide pipes is larger than 1m, adjacent guide pipes are connected through screw threads, and the screw threads are sealed through sealing rubber rings.
S700, placing a hopper at the end part of the guide pipe exposed above the ground, pouring underwater concrete into the hopper, and after pouring is started, compactly and continuously pouring, and strictly prohibiting shutdown in midway; during the pouring process, attention should be paid to observing the concrete falling in the pipe and the water level rising in the hole, the height of the concrete surface in the hole is measured in time, and the lifting and the dismantling of the guide pipe are correctly commanded; and finishing the pile foundation construction after the pouring is finished.
Step S700 includes the following substeps:
and S710, when the concrete surface approaches and initially enters the reinforcement cage, enabling the bottom opening of the guide pipe to be located 1-3 m above the bottom opening of the reinforcement cage, and slowly pouring concrete.
Reduce the concrete and come out from the pipe end mouth and upwards impact force, reduce when the concrete face rises to the framework of steel reinforcement lower extreme, the framework of steel reinforcement is held in the palm the circumstances that rises by the concrete top.
S720, shortening the total pouring time of the concrete as much as possible, and increasing the fluidity of the concrete by using a retarder, fly ash and the like.
The retarder is added to keep the fluidity of the concrete and accelerate the pouring time of the concrete so as to prevent the condition that the reinforcement cage is jacked and lifted by the concrete surface.
And S730, in the pouring process, when the concrete in the guide pipe is not full and contains air, slowly pouring the subsequent concrete into the funnel and the guide pipe in an unbundable manner.
The device is used for avoiding the situation that the high-pressure air bag is formed in the conduit and the rubber gasket between the pipe joints is extruded to further cause water leakage of the conduit.
And S740, when the underwater concrete is poured, detecting the hole depth below the water surface or the slurry surface and the height of the primarily poured concrete surface so as to control the thickness of the sediment layer, the depth of the buried conduit and the elevation of the pile top.
The method is used for avoiding accidents that the interlayer pile is broken, the short pile or the conduit cannot be pulled out due to the fact that the detection is not accurate enough, the precipitation is too thick, the conduit is lifted and leaked, and the buried pipe is too deep.
The above embodiments are preferred embodiments of the present application, and the protection scope of the present application is not limited by the above embodiments, so: all equivalent changes made according to the structure, shape and principle of the present application shall be covered by the protection scope of the present application.
Claims (10)
1. The utility model provides a reinforcement cage structure for karst district pile foundation which characterized in that: the steel bar outer frame (1) comprises a plurality of outer main bars (11) and a plurality of outer hoop steel plates (12) fixedly connected to the periphery of the outer main bars (11); the steel bar inner frame (2) comprises a plurality of inner main bars (21) and a plurality of inner hoop steel plates (22) fixedly connected to the periphery of the inner main bars (21); the side wall of the position, far away from the inner main reinforcement (21), of the outer hoop steel plate (12) is provided with a reinforcing rib frame (3), and the reinforcing rib frame (3) is located between the steel bar outer frame (1) and the steel bar inner frame (2).
2. The reinforcement cage structure for the karst area pile foundation of claim 1, wherein: the outer surface of the reinforcing rib frame (3) is provided with a plurality of butt joint holes (321) along the thickness direction in a penetrating way, and each outer main rib (11) is inserted into the butt joint holes.
3. The reinforcement cage structure for the karst area pile foundation of claim 1, wherein: the end part of one of the steel bar outer frames (1) is provided with a plurality of connecting lugs (121), the other end part of the steel bar outer frame (1) is provided with a plurality of connecting grooves (122) for the connecting lugs (121) to be inserted, and locking bolts (123) used for stably inserting the connecting lugs (121) into the connecting grooves (122) are arranged between the two steel bar outer frames (1).
4. The karst region pile foundation construction method according to claims 1-3, characterized in that: the method comprises the following steps:
s100, preparing before construction, measuring and lofting pile positions, leveling construction sites, laying roads, setting water supply and power supply systems, and preparing slurry;
s200, excavating a circular foundation pit, and burying a pile casing into the foundation pit;
s300, the drilling machine is in place, the drill bit is hoisted, then a slurry pump is started, the drilling machine is started to rotate at a slow speed, and the drill bit is lowered into a protective cylinder; after drilling to 2-3 m, gradually increasing the rotating speed and the bit pressure for normal drilling, and injecting the slurry retaining wall while drilling;
s400, when the drilled hole reaches the depth required by the design, stopping drilling, placing the drill bit at the designed standard height for slowly rotating, and removing sediments; during drilling, careful operation is required to prevent the drill bit from dragging to the hole wall, slurry is supplemented into the hole, and the height of a water head in the hole is stabilized;
s500, connecting the steel bar outer frame (1) and the steel bar inner frame (2) together in a spot welding mode, splicing two adjacent steel bar cages in the vertical direction together through a locking bolt (123), and painting anti-rust paint at a welding seam for secondary protection to finish the manufacturing of the steel bar cages; then, placing the steel reinforcement cage into the hole, slightly placing and slowly placing the steel reinforcement cage in alignment with the hole position, slightly moving up and down or stopping placing when the steel reinforcement cage is blocked, processing after finding reasons, and strictly prohibiting forced placing;
s600, embedding the guide pipes, wherein the primary embedding depth of each guide pipe is more than 1m, adjacent guide pipes are connected through screw threads, and screw thread pieces are sealed through sealing rubber rings;
s700, placing a hopper at the end part of the guide pipe exposed above the ground, pouring underwater concrete into the hopper, and after pouring is started, compactly and continuously pouring, and strictly prohibiting shutdown in midway; during the pouring process, attention should be paid to observing the concrete falling in the pipe and the water level rising in the hole, the height of the concrete surface in the hole is measured in time, and the lifting and the dismantling of the guide pipe are correctly commanded; and finishing the pile foundation construction after the pouring is finished.
5. The karst region pile foundation construction method according to claim 4, wherein: step S200 further includes the following sub-steps:
s210, symmetrically welding shoulder iron on the outer side wall of the protective cylinder close to the ground, inserting the protective cylinder into the foundation pit, adjusting the protective cylinder in place, fixing the protective cylinder stably, uniformly backfilling the periphery of the protective cylinder with clay, tamping the protective cylinder in layers, and firmly erecting the protective cylinder by using a road wood.
6. The karst region pile foundation construction method according to claim 4, wherein: step S300 includes the following substeps:
s310, when the silty soil with abundant underground water and easy collapse is encountered, low-grade slow drilling is adopted, stirring of the silty soil by a drill bit is reduced, and meanwhile, the relative density of the slurry is increased and the water head is improved.
7. The karst region pile foundation construction method according to claim 4, wherein: step S700 includes the following substeps:
and S710, when the concrete surface approaches and initially enters the reinforcement cage, enabling the bottom opening of the guide pipe to be located 1-3 m above the bottom opening of the reinforcement cage, and slowly pouring concrete.
8. The karst region pile foundation construction method according to claim 4, wherein: step S700 further includes the following substeps:
s720, shortening the total pouring time of the concrete as much as possible, and increasing the fluidity of the concrete by using a retarder, fly ash and the like.
9. The karst region pile foundation construction method according to claim 4, wherein: step S700 further includes the following substeps:
and S730, in the pouring process, when the concrete in the guide pipe is not full and contains air, slowly pouring the subsequent concrete into the funnel and the guide pipe in an unbundable manner.
10. The karst region pile foundation construction method according to claim 1, characterized in that: step S700 further includes the following substeps:
and S740, when the underwater concrete is poured, detecting the hole depth below the water surface or the slurry surface and the height of the primarily poured concrete surface so as to control the thickness of the sediment layer, the depth of the buried conduit and the elevation of the pile top.
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113481976A (en) * | 2021-07-15 | 2021-10-08 | 浙江晨原建设工程有限公司 | Concrete mixing pile and construction method |
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