CN117051841A - Pile body isolation pile forming method for penetrating karst cave area - Google Patents
Pile body isolation pile forming method for penetrating karst cave area Download PDFInfo
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- CN117051841A CN117051841A CN202311307708.7A CN202311307708A CN117051841A CN 117051841 A CN117051841 A CN 117051841A CN 202311307708 A CN202311307708 A CN 202311307708A CN 117051841 A CN117051841 A CN 117051841A
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- karst cave
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- air bag
- casing
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- 238000000034 method Methods 0.000 title claims abstract description 48
- 230000000149 penetrating effect Effects 0.000 title claims abstract description 39
- 238000002955 isolation Methods 0.000 title description 9
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 112
- 239000010959 steel Substances 0.000 claims abstract description 112
- 239000002689 soil Substances 0.000 claims abstract description 57
- 230000002787 reinforcement Effects 0.000 claims abstract description 48
- 239000004567 concrete Substances 0.000 claims abstract description 44
- 230000003014 reinforcing effect Effects 0.000 claims abstract description 30
- 239000004568 cement Substances 0.000 claims abstract description 27
- 238000005553 drilling Methods 0.000 claims abstract description 10
- 239000002002 slurry Substances 0.000 claims abstract description 10
- 239000000203 mixture Substances 0.000 claims description 14
- 230000001681 protective effect Effects 0.000 claims description 6
- 238000004891 communication Methods 0.000 claims description 5
- 238000010276 construction Methods 0.000 claims description 5
- 238000003466 welding Methods 0.000 claims description 5
- 238000004140 cleaning Methods 0.000 claims description 4
- 239000004927 clay Substances 0.000 claims description 3
- 238000004519 manufacturing process Methods 0.000 claims description 3
- 239000004636 vulcanized rubber Substances 0.000 claims description 3
- 238000007599 discharging Methods 0.000 claims description 2
- 230000002093 peripheral effect Effects 0.000 description 8
- 210000001015 abdomen Anatomy 0.000 description 3
- 238000005266 casting Methods 0.000 description 3
- 238000001125 extrusion Methods 0.000 description 3
- 230000000694 effects Effects 0.000 description 2
- 238000002474 experimental method Methods 0.000 description 2
- 239000003673 groundwater Substances 0.000 description 2
- 238000002156 mixing Methods 0.000 description 2
- 238000012986 modification Methods 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 238000012360 testing method Methods 0.000 description 2
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 2
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 1
- 230000004075 alteration Effects 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000005056 compaction Methods 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000013461 design Methods 0.000 description 1
- 230000002708 enhancing effect Effects 0.000 description 1
- 239000012530 fluid Substances 0.000 description 1
- 238000009434 installation Methods 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 239000011148 porous material Substances 0.000 description 1
- 239000011150 reinforced concrete Substances 0.000 description 1
- 238000007789 sealing Methods 0.000 description 1
- 125000006850 spacer group Chemical group 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D33/00—Testing foundations or foundation structures
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/66—Mould-pipes or other moulds
- E02D5/665—Mould-pipes or other moulds for making piles
Abstract
The invention discloses a method for isolating and piling up a karst cave zone pile body, which comprises the steps of constructing a backfill reinforced soil body in a karst cave zone, drilling a backfill reinforced soil body, continuing constructing a pile hole, hoisting a reinforcement cage and a karst cave zone pile body protection device which is arranged on the reinforcement cage and is formed by a steel pile casing, a circular air bag, an inflation tube, a deflation tube and a stress sensor, connecting the stress sensor with a stress reading device, pouring concrete in the pile hole, sensing a stress value by the stress sensor to judge whether a gap exists between the steel pile casing and the backfill reinforced soil body, and when the gap exists, inflating the circular air bag through the inflation pump to eliminate the gap; after the concrete is poured, cement slurry is poured into the annular air bag to form a permanent filling body between the annular air bag and the backfill reinforcing soil body, and a pile body penetrating through the karst cave area is formed after the concrete and the cement slurry reach the strength standard. The invention can improve the bearing capacity of the pile body penetrating through the karst cave area and reduce the cost.
Description
Technical Field
The invention relates to the technical field of constructional engineering, in particular to a method for isolating and piling a pile body penetrating through a karst cave area.
Background
Under bad geological conditions, particularly pile body engineering such as bored piles and the like which need to pass through a karst cave region is encountered, in the concrete pouring process, due to the existence of the karst cave, the filling coefficient is very easy to reach 5.0 or even more than 5.0, the pouring amount of concrete is easy to be over square, the construction cost is increased, the cost is reduced, the pile casing covering the karst cave region is provided in the prior art, and the pile casing is arranged on a reinforcement cage of the pile body, and has the defects that no soil body extrusion stress is generated at the pile casing of the karst cave region, and the reliability, the stability and the integral bearing capacity of the pile body are influenced. In addition, in the concrete pouring process, the pile casing at the karst cave area is easy to bulge and the like, so that the bearing capacity of the pile body is insufficient and the safety is reduced.
Disclosure of Invention
The invention aims to provide a method for isolating and piling a pile body penetrating through a karst cave area, which aims to solve the problems of poor bearing capacity and poor safety of the pile body in the karst cave area.
In order to solve the technical problems, the invention provides a method for isolating and piling a pile body penetrating through a karst cave region, which comprises the following steps:
measuring the depth position of the karst cave region in the geological environment by exploration, and calculating the thickness of the karst cave region at the pile position;
performing pile hole construction to the elevation of the upper part of the karst cave region by using a rotary drilling rig through a slurry retaining wall, and pulling out a drill rod of the rotary drilling rig after the karst cave region is exposed;
backfilling and piling cement mixture on the periphery of the pile hole within the thickness range of the karst cave region to be above the elevation of the upper part of the karst cave region so as to form backfill and reinforcement soil on the periphery of the pile hole of the karst cave region;
adopting a rotary drilling rig to penetrate through backfill reinforced soil body of the karst cave area to continuously construct pile holes downwards to the designed elevation;
cleaning the pile hole;
hoisting a reinforcement cage and a karst cave area pile body protection device on the reinforcement cage in a pile hole, wherein the karst cave area pile body protection device comprises a steel pile casing which is arranged at the periphery of the reinforcement cage penetrating through a karst cave area in the pile hole and covers the karst cave area, the length of the steel pile casing is equal to the thickness of the karst cave area, a circular air bag which is arranged at the periphery of the steel pile casing is equal to the length of the steel pile casing, and an air charging pipe and an air discharging pipe which extend out of the ground are communicated with the circular air bag, and a stress sensor which is arranged at the inner wall of the lower end of the steel pile casing is arranged on the circular air bag;
connecting a stress sensor of the karst cave area pile body protecting device with a stress reading device through a communication cable, and connecting an inflation tube of the karst cave area pile body protecting device with an inflation pump;
pouring concrete on a pile body protecting device of a karst cave area covered with a reinforcement cage and the reinforcement cage on the pile hole, judging whether gaps exist between the steel pile casing and backfill reinforcing soil bodies on the periphery of the steel pile casing or not according to the stress sensed by a stress sensor on the inner wall of the steel pile casing in the concrete pouring process, closing a gas discharge pipe when the gaps exist between the steel pile casing and the backfill reinforcing soil bodies on the periphery of the steel pile casing, and inflating the annular air bag through an inflator pump communicated with the inflation pipe so as to eliminate the gaps between the steel pile casing and the backfill reinforcing soil bodies on the periphery of the steel pile casing through the inflated annular air bag;
after the concrete is poured and the strength of the concrete reaches the preset strength standard, opening the air release pipe, pouring cement paste into the annular air bag through the air inflation pipe, exhausting air through the air release pipe, stopping grouting until the air release pipe overflows the cement paste, and forming a permanent filling body between the injected annular air bag and backfilled and reinforced soil body at the periphery of the annular air bag;
and forming a pile body penetrating through the karst cave area after the concrete of the pile hole reaches a preset strength standard and the cement paste in the annular air bag reaches the preset strength standard.
Further, the invention provides a method for isolating and piling up a pile body penetrating through a karst cave region, which also comprises a manufacturing method of a protection device for the pile body of the karst cave region, and comprises the following steps:
and arranging a plurality of hoops with the same specification coaxially on the periphery of the reinforcement cage positioned in the karst cave area, welding the hoops with a plurality of short reinforcement bars distributed on the reinforcement cage through a circular array, distributing and welding a plurality of bolts on the periphery of the hoops through the circular array, and connecting the steel protective cylinder and the circular air bag on the hoops through the bolts penetrating through corresponding positions of the steel protective cylinder and the circular air bag.
In addition, according to the method for isolating and piling the pile body penetrating through the karst cave area, steel plates encircle all the hoops and penetrate through bolts to form the steel pile casing, and butt joints of the steel plates to form the steel pile casing are welded.
Further, according to the method for isolating and piling the pile body penetrating through the karst cave area, the cement mixture is clay mixture with the cement mixing amount being more than 8% by mass.
Further, according to the method for isolating and piling the pile body penetrating through the karst cave area, the protection device for the pile body of the karst cave area further comprises the round table-shaped air bags arranged at the upper end and the lower end of the steel pile casing, and the opening directions of the round table-shaped air bags are outwards arranged and extend out of the karst cave area.
Further, according to the pile body isolation piling method for penetrating through the karst cave area, the circular truncated cone-shaped air bags are communicated with the circular annular air bags.
Further, according to the pile body isolation piling method for penetrating through the karst cave area, the annular air bags and the circular truncated cone air bags are all made of vulcanized rubber with steel wires uniformly distributed inside.
Further, according to the method for isolating and piling up the pile body penetrating through the karst cave region, the steel pile casing of the pile body protecting device of the karst cave region is arranged on the steel reinforcement cage through a plurality of hoops with the same specification coaxially arranged on the periphery of the steel reinforcement cage located in the karst cave region, the hoops and the steel reinforcement cage are welded through a plurality of short steel bars distributed in a circular array, and the steel pile casing and the circular air bags are arranged on the hoops through a plurality of bolts penetrating through the steel pile casing and distributed in the circular array.
Further, according to the method for isolating and piling the pile body penetrating through the karst cave area, the bolts are welded on the hoops.
Compared with the prior art, the invention has the following beneficial effects:
according to the method for isolating and piling the pile body penetrating through the karst cave area, provided by the invention, the karst cave area pile body protection device is arranged on the reinforcement cage in the pile hole, so that the restriction enclosure is carried out on the karst cave area through the karst cave area pile body protection device when the pile hole penetrates through the karst cave area, and the problem of high pouring cost caused by the fact that concrete enters the karst cave area when the pile body is poured is avoided.
According to the pile isolation piling method for penetrating through the karst cave area, the stress value is sensed through the stress sensor on the inner wall of the steel pile casing to judge whether a gap exists between the steel pile casing and the backfill reinforcing soil body, and when the gap exists, the annular air bag is inflated through the inflation pump communicated with the inflation pipe, so that the inflated annular air bag is filled between the steel pile casing and the backfill reinforcing soil body on the periphery of the steel pile casing, the gap between the steel pile casing and the backfill reinforcing soil body on the periphery of the steel pile casing is eliminated, the pile body formed after concrete pouring is ensured to be subjected to extrusion force of the peripheral backfill reinforcing soil body and not to be free, the pile body formed after concrete pouring and the peripheral backfill reinforcing soil body are ensured to be in a balanced state, and the bearing capacity of the pile body is prevented from being influenced by the non-compactness of the peripheral backfill reinforcing soil body; meanwhile, the compressive stress during concrete pouring is counteracted by the inflated annular air bag, so that the phenomena of large belly such as bulge and the like of the steel pile casing are prevented, the safety of the steel pile casing is ensured and is not damaged, and the bearing capacity and the safety of the pile body are improved in the concrete pouring process.
According to the pile isolation and pile forming method for the pile body penetrating through the karst cave area, after the pile body is formed by pouring concrete into pile holes, cement slurry is poured into the annular air bags through the air inflation pipe, so that permanent filling bodies are formed between the annular air bags after grouting and backfilled and reinforced soil bodies on the periphery of the annular air bags, gas leakage of the annular air bags is avoided, and the problem that the pile body bearing capacity is reduced due to insufficient friction force between the pile body formed in the karst cave area and the backfilled and reinforced wall bodies on the periphery can be prevented through the permanent filling bodies. The filling effect is ensured through the permanent filling body, so that the formed pile body is tightly contacted with the surrounding backfill reinforcing soil body, and the influence of the unconstrained pile body on the bearing capacity of the pile body in the karst cave area is avoided.
Drawings
FIG. 1 is a schematic elevation view of a karst cave pile body protecting device;
FIG. 2 is a schematic plan view of a karst cave pile body protecting device;
the figure shows:
100. a karst cave area pile body protecting device;
101. the reinforced concrete pile comprises a reinforcement cage, 102, a steel casing, 103, a circular ring-shaped air bag, 104, an inflation pipe, 105, a deflation pipe, 106, a stress sensor, 107, a round platform-shaped air bag, 108, a hoop, 109, short reinforcing steel bars, 110, bolts, 111, backfill reinforced soil, 112, pile holes, 113 and a karst cave area.
Detailed Description
The invention is described in detail below with reference to the attached drawing figures: the advantages and features of the present invention will become more apparent from the following description. It should be noted that the drawings are in a very simplified form and are all to a non-precise scale, merely for convenience and clarity in aiding in the description of embodiments of the invention.
Referring to fig. 1 to 2, an embodiment of the present invention provides a karst cave pile body protection device 100, which includes a steel casing 102 disposed at the periphery of a reinforcement cage 101 penetrating through a karst cave region 113 in a pile hole 112 and covering the karst cave region 113, wherein the length of the steel casing 102 is equal to the thickness of the karst cave region 113, a circular air bag 103 disposed at the periphery of the steel casing 102, the length of the circular air bag 103 is equal to the length of the steel casing 102, and the circular air bag 103 is communicated with an inflation pipe 104 and a deflation pipe 105 extending out of the ground, and a stress sensor 106 disposed at the inner wall of the lower end of the steel casing 102.
Referring to fig. 1 to 2, the embodiment of the invention further provides a method for isolating and piling a pile body penetrating through a karst cave region, which comprises the following steps:
in step 201, the depth position of the karst cave region 113 in the geological environment is measured by exploration, and the thickness of the karst cave region 113 at the pile position is calculated. Specifically, the elevation of the pile hole 112 passing through the karst cave region 113 can be determined according to a pile-to-pile prospecting geological report, and the thickness of the karst cave region 113 can be calculated according to the elevation.
And 202, constructing a pile hole 112 to the upper elevation of the karst cave region 113 by using a rotary drilling rig through a slurry retaining wall, and pulling out a drill rod of the rotary drilling rig after the karst cave region 113 is exposed.
And 203, backfilling and piling cement mixture on the periphery of the pile hole 112 within the thickness range of the karst cave region 113 to be above the elevation of the upper part of the karst cave region 113 so as to form a backfilled and reinforced soil body 111 on the periphery of the pile hole 112 of the karst cave region 113. The backfill cement mixture can be backfilled into the pile hole 112 above the karst cave region 113, for example, the backfill cement mixture can be 500mm higher than the upper elevation of the karst cave region 113, so as to ensure that the formed backfill reinforced soil body 111 covers the karst cave region 113. According to the condition of the groundwater, when the groundwater elevation is high, a proper amount of water is injected into the pile hole 112. Because the backfill reinforcing soil body 111 is formed by stacking cement mixture, the use amount of the backfill reinforcing soil body is small, and the transverse epitaxial expansion with a large area can not be generated in the range of the karst cave area 113, so that excessive backfill is avoided, and the cost is reduced. To form a uniform density backfill reinforcement soil 111, the cement mix needs to be thoroughly mixed prior to stacking.
And 204, adopting a rotary drilling rig to penetrate through the backfill reinforced soil body 111 of the karst cave region 113, and continuing to construct the pile hole 112 downwards to the designed elevation. I.e. the pile hole 112 is constructed to the designed elevation below the karst cave region 113.
Step 205, cleaning the pile hole 112, namely cleaning the hole.
And 206, hoisting the reinforcement cage 101 and the karst cave pile body protecting device 100 on the reinforcement cage 101 in the pile hole 112. The reinforcement cage 101 and the karst cave pile body protecting device 100 thereon can be manufactured on site according to the designed pile body length.
In step 207, the stress sensor 106 of the karst cave pile body protecting device 100 is connected to the stress reading device (not shown) via the communication cable (not shown), and the inflation tube 104 of the karst cave pile body protecting device 100 is connected to the inflation pump (not shown). Wherein the communication cable, inflation tube 104 and deflation tube 105 should extend out of the ground. For example: the communication cable exceeds the ground by 1m, and the lengths of the inflation tube 104 and the deflation tube 105 meet the requirement of 1000mm outside the protruding pile hole 111.
And 208, pouring concrete on the pile body protecting device 100 covering the reinforcement cage 101 and the karst cave area thereon in the pile hole 112, sensing a stress value through the stress sensor 106 on the inner wall of the steel casing 102 in the concrete pouring process to judge whether a gap exists between the steel casing 102 and the backfill reinforcing soil body 111 on the periphery thereof, closing the air release pipe 105 when the gap exists, and inflating the annular air bag 103 through the inflation pump communicated with the inflation pipe 104 so as to fill the annular air bag 103 between the steel casing 102 and the backfill reinforcing soil body 111 on the periphery thereof through the inflated annular air bag 103 and eliminate the gap between the steel casing 102 and the backfill reinforcing soil body 111 on the periphery thereof. When the pressure value of the stress sensor 106 is greater than the predetermined value, it is proved that the backfill reinforcement soil body 111 in the karst cave area 113 outside the pile hole 112 is not compact enough, so that a gap is generated between the karst cave area pile body protecting device 100 of the karst cave area 113 and the backfill reinforcement soil body 111 due to the vibration influence of the pouring process. I.e., there is a gap between the steel casing 102 and the backfill reinforcing soil 111. That is, when the compactness of the pile body periphery backfill reinforced soil body 111 is insufficient, the tensile stress of the stress sensor 106 at the inner side of the steel pile casing 102 is larger, and when the safety of the steel pile casing 102 is affected, the annular air bag 103 is inflated to fill the gap between the steel pile casing 102 and the backfill reinforced soil body 111 within the thickness range of the karst cave area 113, so that the tensile stress caused by the pressure of concrete on the steel pile casing is counteracted, the safety of the steel pile casing 102 is ensured, and meanwhile, the pile body and the periphery backfill reinforced soil body 111 are ensured to be in a balanced state. When the pressure value sensed by the stress sensor 106 is equal to a predetermined value or an error range thereof after the annular air bag 103 is inflated, the inflation is stopped, so that a gap between the steel casing 102 and the backfill reinforced soil body 111 is filled, and the tensile stress caused by the concrete to the pressure is counteracted. Wherein the predetermined value may be obtained by civil engineering experiments, and an average of a plurality of civil engineering experiments may be taken in order to improve the accuracy of the predetermined value. In the civil engineering test, a reduced-scale karst cave area pile body protection device, holes and pile-up reinforced walls are adopted in a test place, and when the annular air bags are monitored to be inflated to fill gaps between the steel casing and the backfill reinforced soil body, the sensing value of the stress sensor is measured.
Step 209, when the concrete pouring is completed and the concrete strength reaches the preset strength standard, the air release pipe 105 is opened, cement slurry is poured into the annular air bag 103 through the air inflation pipe 104, the air release pipe 105 is exhausted, and the grouting is stopped until the air release pipe 105 overflows the cement slurry, so that a permanent filling body is formed between the grouting annular air bag 103 and the backfilled and reinforced soil body 111 at the periphery of the grouting annular air bag. Wherein the predetermined strength standard can be that the hardening degree of the concrete reaches more than 70% of the strength required by design. The grouting equipment can be used for grouting the annular air bag 103 by communicating the air inflation tube 104, and the air inflation tube 104 and the air deflation tube 105 in the step 209 can be used interchangeably.
And 210, forming a pile body penetrating through the karst cave area 113 after the concrete of the pile hole 112 reaches the strength standard and the cement slurry in the annular air bag 103 reaches the strength standard. Wherein the pile body can be a bored pile.
According to the karst cave area pile body protecting device 100 and the method for isolating and piling up the pile bodies penetrating through the karst cave area, when the pile holes 112 penetrate through the karst cave area 113, the karst cave area 113 is protected in a limiting mode through the karst cave area pile body protecting device 100, and the problem that pouring cost is high due to the fact that concrete enters the karst cave area 113 when piles are poured is avoided. The length of the steel casing 102 is equal to the thickness of the karst cave region 113, reducing the material cost of the steel casing 102.
According to the karst cave area pile body protecting device 100 and the pile body isolation piling method crossing the karst cave area, whether gaps exist between the steel pile body 102 and the backfill reinforcing soil body 111 or not is sensed through the stress sensor 106 on the inner wall of the steel pile body 102, and when gaps exist, the annular air bag 103 is inflated through the inflation pump and communicated with the inflation pipe 104, so that the inflated annular air bag 103 is filled between the steel pile body 102 and the backfill reinforcing soil body 111 on the periphery of the steel pile body 102, the gaps between the steel pile body 102 and the backfill reinforcing soil body 111 on the periphery of the steel pile body are eliminated, the pile body formed after concrete pouring is guaranteed to be subjected to extrusion force of the peripheral backfill reinforcing soil body 111 and not to be free of gaps, and therefore the pile body formed after concrete pouring and the peripheral backfill reinforcing soil body 111 are guaranteed to be in a balanced state, and the pile body is prevented from being influenced by the non-compaction of the peripheral backfill reinforcing soil body 111; meanwhile, the compressive stress during concrete pouring is counteracted by the inflated annular air bag 103, so that the phenomena of large belly of the steel pile casing 102 such as bulge and the like are prevented, the safety of the steel pile casing 102 is ensured and is not damaged, and the bearing capacity and safety of the pile body are improved in the concrete pouring process.
According to the pile isolation and piling method for penetrating through the karst cave region, after pile holes 112 are poured with concrete to form piles, cement slurry is poured into the annular air bags 103 through the air inflation pipe 104, permanent filling bodies are formed between the annular air bags 103 after grouting and backfill reinforcing soil bodies 111 on the periphery of the annular air bags, gas leakage of the annular air bags 103 is avoided, and the problem that the pile bearing capacity of the piles is reduced due to insufficient friction force between the piles formed by the karst cave region 113 and the backfill reinforcing soil bodies 111 on the periphery can be prevented through the permanent filling bodies. The filling effect is ensured through the permanent filling body, so that the formed pile body is tightly contacted with the surrounding backfill reinforcing soil body 111, and the influence of the unconstrained pile body on the bearing capacity of the pile body in the karst cave area is avoided. Namely, the permanent filling body is used for enhancing the friction force between the pile body and the peripheral backfill reinforced soil body 111, so that the phenomenon that the bearing capacity of the pile body is influenced due to insufficient friction force between the pile body and the peripheral backfill reinforced soil body 111 is prevented.
Referring to fig. 1 to 2, the karst cave pile body protecting device 100 and the method for isolating and piling up pile bodies penetrating through a karst cave area according to the embodiments of the present invention further include a circular truncated cone-shaped air bag 107 disposed at the upper and lower ends of the steel casing 102, wherein the opening direction of the circular truncated cone-shaped air bag 107 is disposed outwards and extends out of the karst cave area 113. The circular truncated cone-shaped air bag 107 comprises a large opening end and a small opening end, the inner diameter of the small opening end is the same as that of the steel casing 102, the small opening end is close to the steel casing 102, and the large opening end is larger than the diameter of the circular annular air bag 103 and is far away from the steel casing 102. Wherein the circular truncated cone-shaped air bag 107 can be an independent air bag, for example, the circular truncated cone-shaped air bag 107 is provided with a binding rope, and the binding rope is used for fastening the circular truncated cone-shaped air bag 107 on the reinforcement cage 101. Wherein the frustoconical balloon 107 is also referred to as a horn balloon. The circular truncated cone-shaped air bags 107 can prevent concrete from entering the unfilled areas of the karst cave region 113 from the upper and lower layers of the karst cave region respectively in the casting process, so that multiple casting and expanding of the diameter are caused. The flare at the upper end can prevent concrete from entering the karst cave area 113 from the gap between the steel casing 102 and the pile hole 112, and the flare at the lower end can prevent concrete from entering the karst cave area 113 from the gap between the lower end of the steel casing 102 and the pile hole 112 in the concrete pouring process. Ineffective excessive casting of pile concrete can be prevented by the truncated cone-shaped air bag 108.
In order to facilitate installation, the protection device 100 for karst cave pile bodies and the method for isolating pile forming by penetrating through the karst cave pile bodies provided by the embodiment of the invention, the circular-table-shaped air bags 107 are communicated with the circular-ring-shaped air bags 103. Namely, the circular truncated cone-shaped airbag 107 and the circular ring-shaped airbag 103 are integrally formed.
In order to improve the wear resistance of the annular air bag 103 and the circular truncated cone-shaped air bag 107 and avoid air leakage, the karst cave pile body protecting device 100 and the pile body isolation piling method penetrating through the karst cave area provided by the embodiment of the invention can be manufactured by adopting vulcanized rubber with steel wires uniformly distributed inside the annular air bag 103 and the circular truncated cone-shaped air bag 107.
Referring to fig. 1 to 2, in order to set a steel pile casing 102 and a circular air bag 103 on a reinforcement cage 101, in the karst cave area pile body protecting device 100 provided by the embodiment of the invention, the steel pile casing 102 is set on the reinforcement cage 101 through a plurality of hoops 108 with the same specification coaxially arranged on the periphery of the reinforcement cage 101 located in the karst cave area 113, the hoops 108 and the reinforcement cage 101 are welded through a plurality of short reinforcement bars 109 distributed in a circular array, the steel pile casing 102 and the circular air bag 103 are both set on the hoops 108 through a plurality of bolts 110 penetrating through the steel pile casing 102 and the circular array, and the bolts 110 are welded on the hoops 108. In fig. 2, 4 hoops 108, 14 short bars 109 are illustrated, the radius of hoops 108 being 3cm greater than the radius of the reinforcement cage 101, the diameter of hoops 108 being 20mm round steel. The short bar 109 has a diameter of 22mm and a length of 60mm. I.e. the short bars 109 may be welded to the inside of the hoops 108 and to the main bars of the reinforcement cage 101, respectively. The number of hoops 108 may be spaced apart according to the thickness of karst cave region 113. Wherein the bolt 110 comprises at least a screw and a nut, and possibly a spacer. Wherein through holes for the bolts 110 to pass through are arranged at corresponding positions on the steel casing 102 and the annular air bag 103. Wherein the balloon body around the through hole of the annular balloon 103 is in a sealing arrangement. I.e. bolts 110 pass through the steel casing 102 and the annular air bag 103.
Referring to fig. 1 to 2, the karst cave pile body protecting device 100 and the method for forming piles by isolating piles penetrating through a karst cave according to the embodiment of the invention further include a method for manufacturing the karst cave pile body protecting device 100, including:
a plurality of hoops 108 with the same specification are coaxially arranged on the periphery of the reinforcement cage 101 positioned in a karst cave area 113, the hoops 108 and the reinforcement cage 101 are welded through a plurality of short reinforcement bars 109 distributed in a circular array, a plurality of bolts 110 are welded on the periphery of the hoops 108 in a circular array, and the steel protective cylinder 102 and the circular air bag 103 are connected to the hoops 108 through the bolts 110 penetrating through corresponding positions of the steel protective cylinder. Wherein the position of the karst cave region 113 is determined by marking position graduation marks on the reinforcement cage 101, eight bolts 110 are illustrated in fig. 2. In order to enhance the friction coefficient between the annular air bag 103 and the steel casing 102 and to cast concrete, the outer surface of the steel casing 102 is a rough surface, and the inner surface is a smooth surface.
In order to facilitate the placement of the steel casing 102 on the reinforcement cage 101, the method for isolating and piling up a pile body crossing a karst cave area provided by the embodiment of the invention comprises the steps of forming the steel casing 102 by encircling steel plates around each hoop 108 and passing bolts 110, and welding the steel plates to form butt seams of the steel casing 102. The steel pile casing 102 can be formed by adopting a steel plate with the thickness of 5mm, so that the construction of the steel pile casing 102 is facilitated, and the problem that the formed steel pile casing is inconvenient to sleeve and arrange on the reinforcement cage 101 can be avoided.
In order to form the backfill reinforced soil body 111 with uniform density, the embodiment of the invention provides a method for isolating and piling up piles penetrating through karst cave areas, wherein the cement mixture is clay mixture with cement mixing amount of more than 8% by mass ratio. The cement mixture can avoid the phenomenon that the backfill reinforcing soil body 111 cannot be formed due to the fact that the fluid is washed away when water exists in the karst cave area.
The karst cave region pile body protecting device 100 and the method for isolating and piling through the karst cave region pile body are suitable for construction of isolating and piling through a bored pile of a karst cave.
According to the karst cave area pile body protecting device 100 and the method for isolating and piling through the karst cave area pile body, the overcast concrete can be reduced, extra cost increase caused by the adoption of an overlength steel pile casing when pore forming is avoided, or the filling of concrete for karst cave during piling is avoided, and the phenomenon of large pile body belly can be prevented.
The present invention is not limited to the above-described embodiments, but rather, the above-described embodiments are merely examples of some, but not all embodiments of the present invention. All other embodiments, which are obtained by a person skilled in the art based on the described embodiments of the invention, fall within the scope of protection of the invention. Other levels of modification and variation to the present invention may occur to those skilled in the art. Thus, it is intended that the present invention also include such modifications and alterations insofar as they come within the scope of the appended claims.
Claims (8)
1. A method for isolating and piling a pile body penetrating through a karst cave area is characterized by comprising the following steps:
measuring the depth position of the karst cave region in the geological environment by exploration, and calculating the thickness of the karst cave region at the pile position;
performing pile hole construction to the elevation of the upper part of the karst cave region by using a rotary drilling rig through a slurry retaining wall, and pulling out a drill rod of the rotary drilling rig after the karst cave region is exposed;
backfilling and piling cement mixture on the periphery of the pile hole within the thickness range of the karst cave region to be above the elevation of the upper part of the karst cave region so as to form backfill and reinforcement soil on the periphery of the pile hole of the karst cave region;
adopting a rotary drilling rig to penetrate through backfill reinforced soil body of the karst cave area to continuously construct pile holes downwards to the designed elevation;
cleaning the pile hole;
hoisting a reinforcement cage and a karst cave area pile body protection device on the reinforcement cage in a pile hole, wherein the karst cave area pile body protection device comprises a steel pile casing which is arranged at the periphery of the reinforcement cage penetrating through a karst cave area in the pile hole and covers the karst cave area, the length of the steel pile casing is equal to the thickness of the karst cave area, a circular air bag which is arranged at the periphery of the steel pile casing is equal to the length of the steel pile casing, and an air charging pipe and an air discharging pipe which extend out of the ground are communicated with the circular air bag, and a stress sensor which is arranged at the inner wall of the lower end of the steel pile casing is arranged on the circular air bag;
connecting a stress sensor of the karst cave area pile body protecting device with a stress reading device through a communication cable, and connecting an inflation tube of the karst cave area pile body protecting device with an inflation pump;
pouring concrete on a pile body protecting device of a karst cave area covered with a reinforcement cage and the reinforcement cage on the pile hole, sensing a stress value through a stress sensor on the inner wall of a steel pile casing in the concrete pouring process to judge whether a gap exists between the steel pile casing and a backfill reinforcing soil body on the periphery of the steel pile casing, closing a gas discharge pipe when the gap exists between the steel pile casing and the backfill reinforcing soil body on the periphery of the steel pile casing, and inflating the annular air bag through an inflator pump communicated with the inflation pipe so as to eliminate the gap between the steel pile casing and the backfill reinforcing soil body on the periphery of the steel pile casing through the inflated annular air bag;
after the concrete is poured and the strength of the concrete reaches the preset strength standard, opening the air release pipe, pouring cement paste into the annular air bag through the air inflation pipe, exhausting air through the air release pipe, stopping grouting until the air release pipe overflows the cement paste, and forming a permanent filling body between the injected annular air bag and backfilled and reinforced soil body at the periphery of the annular air bag;
and forming a pile body penetrating through the karst cave area after the concrete of the pile hole reaches a preset strength standard and the cement paste in the annular air bag reaches the preset strength standard.
2. The method for isolating and piling a pile penetrating through a karst cave area according to claim 1, further comprising a method for manufacturing a protection device for the pile of the karst cave area, comprising:
and arranging a plurality of hoops with the same specification coaxially on the periphery of the reinforcement cage positioned in the karst cave area, welding the hoops with a plurality of short reinforcement bars distributed on the reinforcement cage through a circular array, distributing and welding a plurality of bolts on the periphery of the hoops through the circular array, and connecting the steel protective cylinder and the circular air bag on the hoops through the bolts penetrating through corresponding positions of the steel protective cylinder and the circular air bag.
3. The method of isolating piles of claim 2, wherein said bolts are welded to said hoops.
4. A method of isolating piles from piles passing through karst cave areas as claimed in claim 2, wherein the steel panels are welded to form butt seams of the steel panels by encircling the hoops and forming the steel panels through bolts.
5. The method for isolating piles from karst cave according to claim 2, wherein the cement mixture is clay mixture with cement content of more than 8% by mass.
6. The method for isolating piles from karst cave areas according to claim 1, wherein the protection device for the piles further comprises a circular-table-shaped air bag arranged at the upper end and the lower end of the steel casing, wherein the opening direction of the circular-table-shaped air bag is outwards arranged and extends out of the karst cave area.
7. The method for isolating piles of a karst cave region according to claim 6, wherein the circular-table-shaped air bags are communicated with the circular-ring-shaped air bags.
8. The method for isolating piles of a karst cave crossing pile body according to claim 6, wherein the annular air bags and the circular truncated cone air bags are made of vulcanized rubber with steel wires uniformly distributed inside.
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| CN107938676A (en) * | 2017-11-21 | 2018-04-20 | 重庆建工市政交通工程有限责任公司 | A kind of pile base construction method for passing through full packing type solution cavity |
| CN109750662A (en) * | 2019-01-10 | 2019-05-14 | 湖北工业大学 | A kind of method for constructing foundation pile passing through solution cavity section |
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| US20210292987A1 (en) * | 2020-03-19 | 2021-09-23 | Guangzhou Institute Of Building Science Co.,Ltd. | Construction method for pouring concrete in karst cave |
| CN217298964U (en) * | 2022-04-14 | 2022-08-26 | 西南交通大学 | Steel casing structure and pile foundation enclosure structure for pile foundation construction in karst cave area |
| WO2023178908A1 (en) * | 2022-03-21 | 2023-09-28 | 中交第四航务工程局有限公司 | High-pressure pre-filled karst cave pile foundation construction method |
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Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN107938676A (en) * | 2017-11-21 | 2018-04-20 | 重庆建工市政交通工程有限责任公司 | A kind of pile base construction method for passing through full packing type solution cavity |
| CN109750662A (en) * | 2019-01-10 | 2019-05-14 | 湖北工业大学 | A kind of method for constructing foundation pile passing through solution cavity section |
| US20210292987A1 (en) * | 2020-03-19 | 2021-09-23 | Guangzhou Institute Of Building Science Co.,Ltd. | Construction method for pouring concrete in karst cave |
| CN213805383U (en) * | 2020-11-30 | 2021-07-27 | 文山州广那高速公路投资建设开发有限公司 | Small-size solution cavity area pile foundation construction envelope |
| WO2023178908A1 (en) * | 2022-03-21 | 2023-09-28 | 中交第四航务工程局有限公司 | High-pressure pre-filled karst cave pile foundation construction method |
| CN217298964U (en) * | 2022-04-14 | 2022-08-26 | 西南交通大学 | Steel casing structure and pile foundation enclosure structure for pile foundation construction in karst cave area |
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| CN117051841B (en) | 2023-12-08 |
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