CN210597275U - Stress dispersion intussusception steel pipe pile for treating hidden karst cave at pile end - Google Patents
Stress dispersion intussusception steel pipe pile for treating hidden karst cave at pile end Download PDFInfo
- Publication number
- CN210597275U CN210597275U CN201921076074.8U CN201921076074U CN210597275U CN 210597275 U CN210597275 U CN 210597275U CN 201921076074 U CN201921076074 U CN 201921076074U CN 210597275 U CN210597275 U CN 210597275U
- Authority
- CN
- China
- Prior art keywords
- steel pipe
- pile
- layer
- steel
- stress dispersion
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
Images
Abstract
The utility model discloses a stress dispersion intussusception steel-pipe pile for punishment stake end hidden solution cavity pile foundation, it transmits vertical load respectively through the multilayer steel pipe, increases the stress spread range of single pile in the ground in order to improve the bearing capacity, uses anticorrosive geotechnological sack to pass through solution cavity part steel pipe simultaneously and carries out the slip casting parcel to guarantee its resistance to corrosion and strengthen its bearing capacity. The utility model discloses effectively improved the single pile bearing capacity that is used for punishing the reinforcement stake of stake end hidden solution cavity pile foundation, the steady quality is controllable moreover, and long-term corrosion resistance can be strong, construction convenience, and the sexual valence relative altitude is a high-efficient punishment stake end hidden solution cavity pile foundation's stress dispersion intussusception steel-pipe pile.
Description
Technical Field
The utility model relates to a pile foundation design field, in particular to steel-pipe pile. The utility model discloses still relate to and fall and hinder anticorrosive coating material field.
Background
Even if various measures are taken in the investigation design and construction stage in the engineering, such as pile-by-pile drilling, one pile with multiple drills and field observation and judgment of a construction site, the situation that a karst cave is clamped between supporting layers at the bottom of a pile foundation after the construction is finished is still difficult to avoid. Therefore, it is very important to take remedial measures for the pile foundation.
Take a steel pipe micro pile adopted by a certain bridge pile foundation as an example【1】. The arrangement of the steel pipes is as compact as possible, so that the steel pipes fall within the load transmission range of the bearing platform. The micro steel pipe pile is characterized in that a plurality of steel pipe micro piles with certain specifications are distributed and penetrate through a karst cave to be embedded into a rock stratum to be used as connection of two ends.
Distributing steel pipe micro-piles: a certain distance is required between the steel pipes, so that enough friction force is ensured on the wall of the steel pipe of the rock-socketed part; and a small amount of inclination of the pile hole during drilling is allowed. Because the longitudinal bridge generates larger bending moment to the automobile load and the automobile braking force, 2 rows of anti-bending steel pipes are respectively arranged in the front and the back of the longitudinal bridge. The accuracy of the holes is controlled to be 5 per thousand when abnormal hole forming is carried out, the slope of the drilled holes is controlled to be 1.5 percent, the drilling diameter of each steel pipe micro-pile is 130-110 mm, and in order to ensure that enough friction force exists between the steel pipe micro-pile and a rock stratum, the hole depth is required to penetrate through a soil layer, a karst cave and a top plate thereof and enter more complete weathered limestone by more than 6 m. And how many micropiles should be drilled. The following steps are pile pressing, grouting and cap mounting.
The miniature steel pipe pile has the characteristics of small adjustability, high bearing capacity, good impact resistance, easiness in joint treatment, convenience in transportation, stable construction quality and the like. However, one obvious disadvantage is that the effective length of the individual bearing capacity is limited, i.e. the friction between the rock formation and the end of each pile is effective only at the rock-socketed portionAnd (4) carrying. The larger the pile diameter is under a certain bearing capacity, the more uniform the side frictional resistance distribution of the rock-socketed pile is, the rock-socketed pile can transfer load to a deeper rock stratum, the smaller the pile diameter is, the frictional resistance is concentrated at the top of the pile body, the transfer depth is limited, and the frictional resistance is basically 0 at a certain depth【2】. Thus requiring multiple piles to provide adequate load bearing capacity. However, a plurality of piles need to be correspondingly drilled, and multiple times of installation are needed, so that the construction cost is greatly increased, the original pile foundation is seriously damaged, and the stability of the building is influenced.
In addition, the steel pipe passes through the part of solution cavity, because can produce the clearance between steel pipe and the solution cavity, and clearance department can produce steam, breeds microorganism etc. and produce serious corruption to the steel pipe here easily, this greatly reduced steel-pipe pile's stability and life.
Background materials:
【1】 Gong well, Zhongliang, Wang Yong, Gong Yuhua karst region steel pipe micro-pile foundation processing technology [ J ] construction technology, 2009,8(38):87-89,96.
【2】 Zhao Minghua, brave, Liu Xiaoming. rock-socketed pile load transfer analysis based on characteristics of pile-rock structural surface [ J ]. report on rock mechanics and engineering 2009,1(28): 103-110).
SUMMERY OF THE UTILITY MODEL
The utility model aims at providing a steel-pipe pile that is used for pile foundation bearing capacity reinforcement of stake end hidden solution cavity, the bearing capacity of its haplopore stake is high, and the settlement volume is little, and the steady quality is controllable, and long-term corrosion resistance can be strong.
In order to achieve the above purpose, the technical scheme of the utility model is as follows:
a stress dispersion intussusception steel pipe pile for treating a hidden cave at a pile end comprises steel pipes which are intussuscepted with each other; two ends of the steel pipe positioned at the inner side of the two adjacent steel pipes are protruded out of two ends of the steel pipe positioned at the outer side; a gap 13 is formed between the adjacent steel pipes; the middle parts of the steel pipes are respectively provided with a first grouting hole 9 matched with the karst cave; the steel pipe at the outermost side is wrapped with an anti-corrosion geotextile bag 11 matched with the karst cave 18, and the first grouting hole 9 is positioned in the anti-corrosion geotextile bag 11; a slurry blocking ring 12 is sleeved outside the steel pipe on the outermost side, and the slurry blocking ring 12 is positioned below the anti-corrosion geotextile bag 11; and a second grouting hole 8 is formed in the middle of the steel pipe on the outermost side, and the second grouting hole 8 is positioned above the anti-corrosion geotextile bag 11.
Further improvement, hanging rib holes 2 are formed in the tops of the steel pipes, and hanging ribs 3 penetrate through the hanging rib holes 2 to fix the steel pipes in a hanging mode; the steel pipe extends into the grouting pipe 7.
The further improvement is that the distance between the top ends of the i-1 st layer of steel pipes and the i-th layer of steel pipes
Wherein QiIs the load born by the top of the ith layer of steel pipeiLength of i-th layer of steel pipe, DiThe outer diameter of the i-th layer of steel pipe, EiIs the elastic modulus of the i-th layer of steel pipe, AiThe cross section area of the steel pipe of the ith layer without the hollow part is shown.
Further improvement, the distance L between the steel pipe of the ith layer and the bottom end of the steel pipe of the (i-1) th layeri＝3Di(ii) a Wherein DiThe outer diameter of the ith layer of steel pipe; socketed length L of outermost steel pipe end1＝3D1Wherein D is1The outer diameter of the outermost steel pipe.
In a further improvement, the wall thickness of the i-th layer steel pipe
Wherein QiThe load born by the top of the i-th layer of steel pipe, diIs the nominal diameter, sigma, of the i-th layer of steel pipepThe compressive strength of the i-th layer of steel pipe.
Further improvement, the overlapping part of the adjacent steel pipes is coated with resistance reducing anticorrosive paint 14; the resistance-reducing anticorrosive paint 14 is a paint added with 15% of graphite powder by mass.
In a further improvement, the diameter of the graphite powder is 30-50 μm.
A method for installing a stress dispersion intussusception steel pipe pile for treating a hidden cave at the pile end comprises the following steps:
firstly, a hanging rib 3 penetrates through a hanging rib hole 2 on the steel pipes which are nested with each other; wherein, two ends of the adjacent two steel pipes, which are positioned at the inner side, are respectively protruded out of the steel pipe positioned at the outer side; a gap 13 is formed between the adjacent steel pipes; grouting pipes 7 matched with the karst caves are formed in the middle of the steel pipes; the steel pipe at the outermost side is wrapped with an anti-corrosion geotextile bag 11 matched with the karst cave 18, and the first grouting hole 9 is positioned in the anti-corrosion geotextile bag 11; a slurry blocking ring 12 is sleeved outside the steel pipe on the outermost side, and the slurry blocking ring 12 is positioned below the anti-corrosion geotextile bag 11;
step two, sinking the mutually overlapped steel pipes into a pre-drilled advance borehole 1;
step three, cement paste is injected from the top of the grouting pipe 7, flows out from the pipe orifice 10 of the grouting pipe at first, and is filled into the bottom 11 of the advanced drill hole 1 and the lower part of a gap 13 between n layers of steel pipes such as the steel pipe 4, the steel pipe 5 and the steel pipe 6 which are mutually overlapped from bottom to top; then the cement paste flows out from the first grouting holes 9 until the anti-corrosion geotextile bag 13 is completely filled, and simultaneously the cement paste continues to flow out from the pipe orifice 10 of the grouting pipe, so that the cement paste continues to fill the gaps between the steel pipes which are mutually overlapped upwards; then the cement paste flows out from the second grouting hole 8, a gap between the upper part of the outermost steel pipe 4 and the advanced drill hole 1 is filled, and meanwhile, the cement paste continuously flows out from the pipe orifice 10 of the grouting pipe, so that the cement paste continuously fills the gap between the steel pipes which are mutually overlapped; and (5) completing the installation of the steel pipe pile until the top 17 of the pilot hole 1 is completely filled.
In a further improvement, the cement paste is micro-expansion slow-setting cement paste.
Adopt above-mentioned stress dispersion's intussusception steel-pipe pile, can make the pile foundation bearing capacity of the latent cave of pile end resume and even exceed the design value: each layer of steel pipe can bear the load which can be borne by a common steel pipe pile with the same specification, and the load is diffused to the soil around the steel pipe pile. In theory, within the range of reasonable steel pipe layer number, as many layers of steel pipes are sleeved together, the bearing capacity of the sleeved steel pipe pile is equal to that of common steel pipe piles with the same number and the same specification. Meanwhile, the quality can be effectively controlled because the steel pipe is prefabricated in advance. Because the load is transmitted to each layer of steel pipe, the stress is not concentrated on one steel pipe any more, and the settlement is also distributed to each layer of steel pipe, thereby reducing the settlement. Due to the high-specification anti-corrosion design, the service life of the steel pipe is greatly prolonged, and the steel pipe can completely meet or even exceed the requirement of the existing design life. Therefore, the bearing capacity of the single-hole pile is improved in multiple by the nested steel pipe pile, the number of drilled holes in the pile foundation of the pile end hidden karst cave is reduced, the construction cost is effectively reduced, the serious consequence that the pile foundation of the pile end hidden karst cave is abandoned is avoided, and the resource waste is avoided. And the high-standard anti-corrosion design also greatly prolongs the service life, and can obtain good economic benefit and environmental protection effect.
In conclusion, the stress-dispersed telescopic steel pipe pile is a telescopic steel pipe pile for reinforcing the pile foundation bearing capacity of the pile end hidden karst cave, which has the advantages of high single-hole pile bearing capacity, small settlement, stable and controllable quality, lower cost and strong long-term corrosion resistance.
Drawings
Fig. 1 is a structural diagram of a specific embodiment of a nested steel pipe pile according to the present invention;
figure 2 is a top cross-sectional view of the nested steel pipe pile provided by the present invention.
Wherein, advance drilling 1; a hanging rib hole 2; hanging ribs 3; steel pipe 4, steel pipe 5, steel pipe 6; a grouting pipe 7; a second grouting hole 8; a first grouting hole 9; the orifice 10 of the grouting pipe; an anti-corrosion geotextile bag 11; a slurry baffle ring 12; a void 13; resistance-reducing anticorrosive paint 14; a bottom portion 15; grouting 16; a top portion 17; a cavern 18.
Detailed Description
The utility model discloses a core provides an efficient bearing capacity reinforcement steel-pipe pile for the pile foundation of stake end hidden solution cavity, and its haplopore pile bearing capacity is high, and the settlement volume is little, and the steady quality is controllable, and long-term corrosion resisting property is strong.
In order to make those skilled in the art better understand the technical solution of the present invention, the present invention will be further described in detail with reference to the accompanying drawings.
As shown in figure 1, a hanging rib hole 2 for penetrating a hanging rib at the top of the nested steel pipe pile is formed by punching a small hole with the diameter of 6-8 mm on each layer of steel pipe in a bilateral symmetry mode at the same horizontal position of the top of each layer of steel pipe.
As shown in figure 1, the hanging bar 3 for nesting the steel pipe pile adopts an iron wire with the diameter of 4-6 mm.
As shown in fig. 1, the nested steel pipe pile is directly lowered to the lower part of the pile end through the advance drill hole 1 for finding the hidden karst cave at the pile end without additional drilling.
As shown in fig. 1, the distance between the tops of the steel pipes of each layer
Further illustrated is shown in FIG. 2, wherein Q2、Q3Respectively the loads borne by the tops of the second layer and the third layer of steel pipes l2、l3The lengths of the second layer and the third layer of steel pipes respectively, D2、D3The outer diameters of the 2 nd and 3 rd steel pipes, respectively, E2、E3The elastic modulus of the second layer and the third layer of steel pipes, A2、A3The cross sectional areas of the second layer steel pipe and the third layer steel pipe which do not contain hollow parts are respectively the cross sectional areas.
As shown in FIG. 1, the distance L between the lower ends of the steel pipes of the respective layers2＝3D2、L3＝3D3. Further illustrated is shown in FIG. 2, where D2、D3The outer diameters of the second layer and the third layer of steel pipes respectively.
As shown in fig. 1, the rock-socketed length L of the outermost steel pipe1＝3D1. Further illustrated is shown in FIG. 2, where D1The outer diameter of the first layer of steel pipe.
As shown in figure 1, the anti-corrosion cloth bag 11 sleeved outside the nested steel pipe pile only covers the part of the outer layer steel pipe penetrating through the karst cave and slightly extends upwards and downwards so as to closely wrap and bond and fix the outer layer steel pipe, and mainly resists the corrosion of water vapor inside the karst cave to the steel pipe.
As shown in fig. 1, the corrosion-resistant geotextile bag 11 for nesting the outer sleeve of the steel pipe pile is a corrosion-resistant geotextile bag.
As shown in figure 1, the resistance-reducing anticorrosive paint 14 of the overlapping part of each layer of steel pipe of the nested steel pipe pile is paint added with 15% of graphite powder with the grain size of 30-50 μm.
As shown in fig. 1, the grouting pipe 7 is filled with cement paste, the cement paste starts to be grouted from the pipe orifice 10 of the grouting pipe, the cement paste is filled from the bottom 15 of the advance drill hole 1 upwards, and then the cement paste starts to rise from the gap 13 between each layer of steel pipes; until the first grouting hole 9 and the cement paste are in the same horizontal position, grouting from the pipe orifice 10 of the grouting pipe and the first grouting hole 9 at the same time; until the corrosion-resistant geotextile bag is filled with the cement slurry, the cement slurry is simultaneously injected from the orifice 10 of the injection pipe and the second injection hole 8; the gap 13 between n layers of steel pipes such as the steel pipe 4, the steel pipe 5 and the steel pipe 6 which are mutually overlapped and the top 17 of the advance drill hole 1 are completely filled with cement paste.
When the maximum load to be born by each layer of steel pipe is calculated, the stability of the layer of steel pipe must be analyzed, and when the stability does not meet the requirement, a steel pipe pile with higher strength or thicker thickness is adopted to meet the requirement of the stability.
The detailed description should be understood in comparison with the content of the utility model in order to avoid unnecessary misunderstandings. In addition, the content described in this example is only for assisting understanding of the method of the present invention and its core idea. It should be noted that, for those skilled in the art, without departing from the principle of the present invention, the present invention can be further modified and modified, and these modifications and modifications also fall into the protection scope of the claims of the present invention.
Claims (7)
1. A stress dispersion intussusception steel pipe pile for treating a hidden cave at a pile end comprises steel pipes which are intussuscepted with each other; the steel pipe is characterized in that two ends of the steel pipe at the inner side of the two adjacent steel pipes are protruded out of two ends of the steel pipe at the outer side; a gap (13) is formed between the adjacent steel pipes; the middle parts of the steel pipes are respectively provided with a first grouting hole (9) matched with the karst cave; the steel pipe at the outermost side is wrapped with an anti-corrosion geotextile bag (11) matched with the karst cave (18), and the first grouting hole (9) is positioned in the anti-corrosion geotextile bag (11); a slurry blocking ring (12) is sleeved outside the steel pipe on the outermost side, and the slurry blocking ring (12) is positioned below the anti-corrosion geotextile bag (11); a second grouting hole (8) is formed in the middle of the steel pipe on the outermost side, and the second grouting hole (8) is located above the anti-corrosion geotextile bag (11).
2. The stress dispersion nested steel pipe pile for treating the hidden cave at the pile end according to claim 1, wherein the top of each steel pipe is provided with a hanging rib hole (2), and a hanging rib (3) passes through the hanging rib hole (2) to hang and fix the steel pipe; the steel pipe extends into the grouting pipe (7).
3. The stress dispersion nested steel pipe pile for treating a pile-end hidden cavern of claim 1, wherein a distance between an i-1 th layer of steel pipes and a top end of an i-th layer of steel pipes
Wherein QiIs the load born by the top of the ith layer of steel pipeiLength of i-th layer of steel pipe, DiThe outer diameter of the i-th layer of steel pipe, EiIs the elastic modulus of the i-th layer of steel pipe, AiThe cross section area of the steel pipe of the ith layer without the hollow part is shown.
4. The stress dispersion nested steel pipe pile for treating a hidden cavern at the pile end as claimed in claim 1, wherein the distance L between the ith layer of steel pipe and the bottom end of the ith-1 layer of steel pipei＝3Di(ii) a Wherein DiThe outer diameter of the ith layer of steel pipe; socketed length L of outermost steel pipe end1＝3D1Wherein D is1The outer diameter of the outermost steel pipe.
5. The stress dispersing nested steel pipe pile for treating a pile end cave of claim 1, wherein the wall thickness of the ith layer of steel pipe is greater than the wall thickness of the ith layer of steel pipe
Wherein QiThe load born by the top of the i-th layer of steel pipe, diOf steel pipes of i-th layerNominal diameter, σpThe compressive strength of the i-th layer of steel pipe.
6. The stress dispersion nested steel pipe pile for treating a hidden cavern at the pile end according to claim 1, wherein the overlapping portion of adjacent steel pipes is coated with a resistance-reducing anticorrosive paint (14); the resistance-reducing anticorrosive coating (14) is a paint coating added with graphite powder with the mass fraction of 15%.
7. The stress dispersion nested steel pipe pile for treating a hidden cavern at the pile end according to claim 6, wherein the graphite powder has a particle size of 30 to 50 μm.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201921076074.8U CN210597275U (en) | 2019-07-10 | 2019-07-10 | Stress dispersion intussusception steel pipe pile for treating hidden karst cave at pile end |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201921076074.8U CN210597275U (en) | 2019-07-10 | 2019-07-10 | Stress dispersion intussusception steel pipe pile for treating hidden karst cave at pile end |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN210597275U true CN210597275U (en) | 2020-05-22 |
Family
ID=70689008
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201921076074.8U Active CN210597275U (en) | 2019-07-10 | 2019-07-10 | Stress dispersion intussusception steel pipe pile for treating hidden karst cave at pile end |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN210597275U (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110424378A (en) * | 2019-07-10 | 2019-11-08 | 湖南大学 | Punish stress dispersion intussusception steel-pipe pile and its installation method that solution cavity is lain concealed at stake end |
-
2019
- 2019-07-10 CN CN201921076074.8U patent/CN210597275U/en active Active
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110424378A (en) * | 2019-07-10 | 2019-11-08 | 湖南大学 | Punish stress dispersion intussusception steel-pipe pile and its installation method that solution cavity is lain concealed at stake end |
| CN110424378B (en) * | 2019-07-10 | 2024-03-22 | 湖南大学 | Stress dispersion telescopic steel pipe pile for treating pile end hidden karst cave and installation method thereof |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| US20200362527A1 (en) | Jetting, expansion and extrusion combined pile, construction method thereof and spiral jetting, expansion and extrusion drilling rig used in method | |
| US10501905B2 (en) | Wave-shaped grouting bulb of micropile and method for forming same | |
| CN103967289A (en) | Steel bar planting method and steel bar planting structure suitable for improving plain concrete post-installed fastening bearing capacity | |
| CN203200751U (en) | Prestress anti-floating pile | |
| CN105649073A (en) | Static root drilling type construction method for planting piles | |
| CN210597275U (en) | Stress dispersion intussusception steel pipe pile for treating hidden karst cave at pile end | |
| CN210066797U (en) | A foundation structure for collapsible loess place | |
| CN104196021A (en) | Uplift pile structure and construction method thereof | |
| CN113026760A (en) | Combined type supporting pile for double-element foundation pit of soil and rock and construction method thereof | |
| CN211571688U (en) | Stress dispersion intussusception steel-pipe pile | |
| CN104372793A (en) | Anti-floating method used for existing basement by adopting pre-stressed anchor cables in jet grouting pile method | |
| CN110424378B (en) | Stress dispersion telescopic steel pipe pile for treating pile end hidden karst cave and installation method thereof | |
| CN209779642U (en) | Miniature pile with antiskid structure and retaining wall assembly thereof | |
| CN204125941U (en) | Uplift pile structure | |
| CN203977433U (en) | Soft Deep Foundation Pit engineering composite supporting construction | |
| CN212656218U (en) | Heavy pile machine load underpinning structure | |
| CN113338365B (en) | Reinforced structure of onshore fan expanded foundation pipe pile and construction method | |
| CN110080314B (en) | Method for reducing side friction resistance of pile foundation | |
| CN110424379B (en) | Stress dispersion telescopic steel pipe pile and installation method thereof | |
| CN104453961A (en) | Pressing seam type friction type constant-resistance anchor rod | |
| CN103266608B (en) | Truss combined antiskid anchor pole | |
| CN208996052U (en) | The drilling tool of supporting construction and use that foundation pit anchor wall draws anchor supporting to be formed | |
| CN112963188A (en) | Assembly type precession grouting anchor rod structure and using method thereof | |
| CN101608449A (en) | The jet drill rig and the job practices of large-head anchor rod and enforcement large-head anchor rod | |
| CN111809615A (en) | Heavy pile machine load underpinning structure and construction method thereof |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| GR01 | Patent grant | ||
| GR01 | Patent grant |